CN112324443A - Pretreatment method for subway shield to penetrate through boulder with super-large diameter - Google Patents
Pretreatment method for subway shield to penetrate through boulder with super-large diameter Download PDFInfo
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- CN112324443A CN112324443A CN202011222404.7A CN202011222404A CN112324443A CN 112324443 A CN112324443 A CN 112324443A CN 202011222404 A CN202011222404 A CN 202011222404A CN 112324443 A CN112324443 A CN 112324443A
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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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
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Abstract
The invention provides a pretreatment method for a subway shield to penetrate through an extra-large-diameter boulder, which belongs to the technical field of pretreatment construction of boulders in subway shield tunnels, utilizes multiple geophysical detection methods to comprehensively interpret, realizes accurate identification and imaging of holes and boulders along the front line of a driving face, adopts a rotary drilling and down-the-hole hammer connection method to carry out pretreatment on the boulders in advance, adopts a rotary drilling rig to form holes in a fully-weathered and strongly-weathered twinkling rock stratum, adopts a down-the-hole hammer drilling rig to carry out boulder replacement hole forming operation on extremely-hard rocks (the strength reaches more than 260 MPa) at the lower part, effectively improves the shield efficiency, can find the holes in the driving range in advance, adopts low-strength concrete to fill, and effectively reduces the loss of cutter heads and cutters in the driving process. The construction of shield tunneling and boulder replacement synchronization is realized, mutual influence is avoided, soil body grouting reinforcement is not needed in the whole construction process, and influence on the surrounding ecological environment caused by shield tunnel construction is reduced to the maximum extent.
Description
Technical Field
The invention belongs to the technical field of replacement of subway shield boulders, and particularly relates to a pretreatment method for a subway shield to penetrate through boulders with an ultra-large diameter.
Background
The existence of boulders in shield tunneling causes great influence on shield tunneling, which is a major technical problem in shield tunneling, in the actual construction process, if boulders with ultra-large diameters and large-scale boulder groups are encountered, the strength of hard rock is extremely high, the construction difficulty is high, when the shield tunnels in the boulder groups, the boulders roll randomly in the stratum, cutter head unbalance loading is easily caused, the shield posture is difficult to control, tunneling is performed under the condition, the penetration degree of the cutter head is extremely low, the disturbance on peripheral soil bodies in the tunneling process is large, bottom layer settlement exceeds the standard easily caused, even the safety of peripheral building (structure) objects is endangered, and meanwhile, the phenomena of blade breakage, shaft breakage, bolt loosening and the like easily occur to cutters in the tunneling process, and the influence on shield tunneling construction is great.
The shield construction method boulder treatment mainly comprises the following methods:
1. pre-blasting treatment of ground drilling: according to the investigation situation, the boulder is processed by adopting a drilling and blasting method, the damage of explosive to the rock is utilized, and proper hole patching and charging are carried out by combining the requirement of the particle size of blasting and crushing. After the primary blasting is finished, the rock in the hole is removed, and the next blasting is continued, so that the purposes of splitting and breaking the boulder are achieved.
This method has the following problems: 1) the blasting approval period is long, the blast hole drilling operation is performed, the construction efficiency is low, the quantity, distribution and loading amount of blasting holes greatly influence the boulder crushing effect, and the control difficulty of the construction process is high; 2) the periphery of the region is residential buildings, shops and riverways, the blasting construction disturbs the soil body around the tunnel, the safety of the surrounding building (structure) is greatly influenced, and the grouting reinforcement is needed to be carried out on the surrounding soil body.
2. Tunneling a shield after grouting of the shield advance grouting hole: and (3) inserting the prepared steel perforated pipe into soil in front of the cutter head from a reserved advanced grouting hole of the shield tunneling machine, and after grouting reinforcement, enabling the prepared steel perforated pipe to pass through the boulder area by means of the impact crushing capability of the cutter head.
This method has the following problems: 1) the full-section grouting has great influence on the surrounding environment, particularly on the spring pulse development stratum in the south of China; 2) only the boulder is firmly fixed through grouting, but the loss to the cutter head and the cutter is large in the tunneling process, and the construction cost is invisibly increased.
3. The rock splitter breaks boulders: opening a cabin of the shield tunneling machine, and crushing the tunnel face boulder by using a rock splitter.
This method has the following problems: 1) the boulder treatment is carried out after opening the warehouse, the space is small, the operation difficulty of workers is high, and the risk is high; 2) in areas with poor geological conditions, the surrounding soil needs to be reinforced in advance.
4. Static blasting boulders: and after the cutter head reaches the surface of the boulder, advanced grouting is carried out by adopting a reserved advanced grouting hole of a shield machine, so that a stable and integrally good surrounding rock is formed at the arch crown in front of the cutter head, then the warehouse is opened to carry out static blasting on the boulder, and the crushed stone is further crushed and then discharged out of the soil warehouse by a screw conveyor.
This method has the following problems: 1) the boulder treatment is carried out after opening the warehouse, the space is small, the operation difficulty of workers is high, and the risk is high; 2) the boulder can be processed only after the cutter head reaches the surface of the boulder, and the shield cannot be driven to perform tunneling construction in the processing process.
Under the special geological condition of the spring pulse development area, the peripheral spring pulse is polluted by grouting reinforcement construction, and the spring pulse can be permanently blocked, so that the ecological environment is seriously influenced.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a pretreatment method for a subway shield to penetrate through an ultra-large diameter boulder and boulder group weak and uneven stratum boulders, which avoids the conventional means of grouting and blasting in the prior art, ensures that boulder treatment and shield tunneling construction are carried out synchronously without mutual influence, simultaneously maximally reduces the influence of shield tunnel construction on the surrounding ecological environment, and improves the shield tunnel construction efficiency of a water-rich hard uneven ultra-large diameter boulder group and a cavity stratum.
In order to achieve the purpose, the pretreatment method for the subway shield to penetrate through the boulder with the ultra-large diameter is provided, and comprises the following steps:
on a preset subway establishment line, detecting whether a boulder exists on the subway establishment line by adopting a geophysical detection method so as to identify and image cavities and boulders along the line;
according to the detection result, carrying out boulder replacement treatment: setting a processing scheme according to the boulder image identified along the subway establishment line; wherein the processing scheme is as follows: excavating the weathered amphibole close to the stratum into a hole by using a rotary drilling rig, carrying out boulder replacement operation on the extremely hard rock far away from the stratum by using a down-the-hole hammer drilling rig, and replacing and filling by using low-strength concrete;
and when the boulder is replaced, the shield tunneling is synchronously carried out, the boulder replacement is not influenced mutually, and the soil body grouting reinforcement is not needed in the whole construction process.
The method comprises the steps of detecting whether a boulder exists on a subway opening line by adopting a geophysical detection method, wherein the steps comprise detection modes of earth surface general survey and area inspection;
wherein, the detection mode of earth's surface general survey includes: surface wave detection, multiple coverage seismic, high density electrical and transient electromagnetic;
the detection mode of region refinement comprises the following steps: geological radar methods, micro-motion detection methods, and in-hole geophysical prospecting methods;
and the results of all detection methods are comprehensively interpreted, so that the boulders along the driving surface of the subway line are accurately identified and imaged.
In the step of detecting whether the boulder exists on the subway establishing line, the boulder or the boulder group exists on the subway establishing line can be obtained through detection.
During stratum drilling, if the longest length of the boulder is within the diameter range of a drilled hole pile, determining the position of the single boulder according to a comprehensive detection result, and performing direct replacement of a single hole; if the longest length of the boulder exceeds the diameter range of the drilled pile, the position of the single boulder is determined, three-hole triangular hole distribution replacement or four-hole, six-hole and nine-hole rectangular hole filling replacement is adopted, the interlocking length of the pile spacing is adjusted according to the pile diameter of the drilled pile, and no gap is ensured among the interlocked piles.
Different from the prior art, the invention provides a pretreatment method for a subway shield to penetrate through an boulder with an ultra-large diameter, which utilizes a plurality of geophysical detection method comprehensive detection technologies to comprehensively interpret results of the plurality of geophysical detection methods on the basis of engineering geological survey and drilling geological analysis, realizes accurate identification and imaging of cavities and boulders along the front line of a driving face, and ensures that boulder treatment can be carried out in advance. According to the method, the boulder is processed by adopting a rotary drilling and down-the-hole hammer connection method, the upper fully-weathered and strongly-weathered twinned rock stratum is subjected to hole forming by adopting a rotary drilling rig, and the lower extremely-hard rock stratum is subjected to boulder replacement operation by adopting a down-the-hole hammer drilling rig, so that the hole forming efficiency is effectively improved. According to the invention, the cavity in the shield tunneling range can be found in advance, and low-strength concrete is adopted for filling, so that the loss of the cutter disc and the cutter in the tunneling process is effectively reduced; the shield tunneling and the boulder replacement are carried out synchronously without mutual influence, soil body grouting reinforcement is not needed in the whole construction process, and the influence of the shield tunnel construction on the surrounding ecological environment is reduced to the maximum extent.
Drawings
FIG. 1 is a schematic flow chart of a pretreatment method for a subway shield to penetrate through an ultra-large diameter boulder, provided by the invention;
FIG. 2 is a schematic diagram of the principle of the comprehensive detection technology of various geophysical detection methods of the pretreatment method for the subway shield to pass through the boulder with the ultra-large diameter provided by the invention;
FIG. 3 is a drilling layout diagram of a first embodiment when the size of a replacement boulder is larger than the diameter of a hole pile according to the pretreatment method for the subway shield to penetrate through the boulder with the ultra-large diameter provided by the invention;
FIG. 4 is a drilling layout diagram of a second embodiment when the size of a replacement boulder is larger than the diameter of a hole pile according to the pretreatment method for the subway shield to penetrate through the boulder with the ultra-large diameter provided by the invention;
FIG. 5 is a drilling layout diagram of a third embodiment when the size of a replacement boulder is larger than the diameter of a hole pile according to the pretreatment method for the subway shield to penetrate through the boulder with the ultra-large diameter provided by the invention;
FIG. 6 is a drilling layout diagram of a fourth embodiment when the size of a replacement boulder is larger than the diameter of a hole pile according to the pretreatment method for the subway shield to penetrate through the boulder with the ultra-large diameter provided by the invention;
fig. 7 is a close boulder group replacement borehole layout diagram of the pretreatment method for the subway shield to pass through the boulders with the ultra-large diameter provided by the invention.
Detailed Description
The present invention is further illustrated by, but is not limited to, the following examples.
Referring to fig. 1, the invention provides a pretreatment method for a subway shield to penetrate through an boulder with an ultra-large diameter, and the method can avoid the conventional means of grouting and blasting in the prior art, and specifically comprises the following steps:
on a preset subway establishment line, detecting whether a boulder exists on the subway establishment line by adopting a geophysical detection method so as to identify and image cavities and boulders along the line;
on the basis of engineering geological survey and drilling geological analysis, a seismic wave method (surface wave, seismic multiple coverage, micromotion, in-hole advanced detection and the like), a geological radar method, a high-density electrical method, a transient electromagnetic method, inter-hole resistivity CT, inter-hole acoustic wave CT, a cross-hole geological radar and the like are adopted for comprehensive detection, and accurate identification and imaging of the holes and boulders along the front line of the driving face are realized by comprehensively interpreting the results of the various geophysical detection methods;
and when the boulder is replaced, the shield tunneling is synchronously carried out, the boulder replacement is not influenced mutually, and the soil body grouting reinforcement is not needed in the whole construction process.
According to the detection result, carrying out boulder replacement treatment: setting a processing scheme according to the boulder image identified along the subway establishment line; wherein the processing scheme is as follows: and excavating the weathered amphibole close to the stratum into a hole by using a rotary drilling rig, carrying out boulder replacement operation on the extremely hard rock far away from the stratum by using a down-the-hole hammer drilling rig, and replacing and filling by using low-strength concrete.
According to the comprehensive detection result, carrying out boulder replacement treatment, forming holes in the completely and strongly weathered long-flash rock stratum on the upper part by adopting a rotary drilling rig, carrying out boulder replacement operation on the extremely hard rock (the highest strength reaches 260 MPa) on the lower part by adopting a down-the-hole hammer drilling rig, and replacing and filling the boulders by adopting low-strength concrete after the boulder replacement is finished; the pile spacing occlusion length is adjusted according to the pile diameter of the drilled pile to ensure that no gap exists between the occluded piles, the length of the drilled pile extends into the position 1m below the tunnel to replace the concrete pouring depth to the original ground, and a pile-separating jumping driving mode is adopted during construction.
In the specific implementation process, shield tunneling is carried out synchronously, shield tunneling and boulder replacement are carried out synchronously without mutual influence, soil body grouting reinforcement is not needed in the whole construction process, and influence on the surrounding ecological environment caused by shield tunnel construction is reduced to the maximum extent.
In the invention, after rich water, boulder groups with uneven hardness and super-large diameter and cavity stratums are treated, the optimal tunneling parameters of the shield are as follows: thrust 7000 and 8000KN, torque 1000 N.M, and rotation speed 1.3 r/min.
The method comprises the steps of detecting whether a boulder exists on a subway opening line by adopting a geophysical detection method, wherein the steps comprise detection modes of earth surface general survey and area inspection;
wherein, the detection mode of earth's surface general survey includes: surface wave detection, multiple coverage seismic, high density electrical and transient electromagnetic;
the detection mode of region refinement comprises the following steps: geological radar methods, micro-motion detection methods, and in-hole geophysical prospecting methods;
and the results of all detection methods are comprehensively interpreted, so that the boulders along the driving surface of the subway line are accurately identified and imaged.
In the step of detecting whether the boulder exists on the subway establishing line, the boulder or the boulder group exists on the subway establishing line can be obtained through detection.
During stratum drilling, if the longest length of the boulder is within the diameter range of a drilled hole pile, determining the position of the single boulder according to a comprehensive detection result, and performing direct replacement of a single hole; if the longest length of the boulder exceeds the diameter range of the drilled pile, the position of the single boulder is determined, three-hole triangular hole distribution replacement or four-hole, six-hole and nine-hole rectangular hole filling replacement is adopted, the interlocking length of the pile spacing is adjusted according to the pile diameter of the drilled pile, and no gap is ensured among the interlocked piles.
Specifically, the urban rail transit R2 is used for constructing a four-section Baohua street station-long-distance bus station section in first-stage civil engineering construction of a line of Jinan City, the total length of a right line is 992.741m, the total length of a left line is 998.042m, and the buried depth of a tunnel is about 9.6-12.3 m. In spring vein development areas in captain regions, many crossing risk sources exist, 18 buildings, structures and 1 river channel are crossed in total, in the range of an interval tunnel, boulders with super large diameters and large-scale boulder groups are found in a water-rich amphibole stratum for the first time, the strength of hard rock is average 134Mpa and is as high as 264Mpa, the diameter of the maximum boulder exceeds 2.6m, the boulder is rare in the world range, meanwhile, stratum changes violently in a short distance, the hardness is uneven, the boulder groups and the boulder groups occur alternately with cavity strata, the construction safety of the tunnel is threatened, and the construction difficulty is very high.
When the tunnel is tunneled and passes through the boulder group with the super-large diameter and the cavity stratum with the water-rich hardness and the hardness being uneven, a subway shield is adopted to pass through the boulder group with the super-large diameter and the boulder pretreatment method for the cavity stratum with the hardness being uneven, and the concrete implementation steps are as follows:
on the basis of engineering geological survey and drilling geological analysis, the method comprises the steps of comprehensively detecting by adopting seismic wave methods (surface wave, seismic multiple coverage, micromotion, in-hole advanced detection and the like), geological radar methods, high-density electrical methods, transient electromagnetic methods, inter-hole resistivity CT, inter-hole acoustic wave CT, cross-hole geological radar and the like, and accurately identifying and imaging the holes and the boulders along the front line of the driving face by comprehensively interpreting the results of the various geophysical detection methods. The method specifically comprises the following steps:
step 1: general survey of earth's surface
1. Detecting by a surface wave method: arranging two seismic survey lines along the axis of the tunnel at the tops of the two tunnels, wherein the distance between adjacent observation platforms on the survey lines along the axis of the tunnel is 1.5-3 m, and arranging 108 detectors (54 single survey lines) in an accumulated manner; the detector is arranged on the road surface, a percussion drill is adopted to drill a drill hole with the diameter of about 2 cm and the depth of 7-10 cm, and an accelerator is used for coupling; and (3) hammering by a large hammer at a position (less than 0.3m) close to each observation point to sequentially excite seismic waves, and hammering each point three times and collecting.
2. Multiple coverage seismic method: arranging observation points on the earth surface above the two tunnels in an array manner, wherein the connecting lines of the observation points are in an orthogonal net form (grid points are the observation points); arranging 6 observation measuring lines along the axis direction of the tunnel, wherein the distance between every two adjacent measuring lines is 4 m; 18 observation points are arranged on a single measuring line in total, and the distance between the observation points is 3 m; the detector is arranged on the road surface, a percussion drill is adopted to drill a drill hole with the diameter of about 2 cm and the depth of 7-10 cm, and an accelerator is used for coupling; and (3) hammering by a large hammer at a position (less than 0.3m) close to each observation point to sequentially excite seismic waves, and hammering each point three times and collecting.
3. High density electrical method: respectively expanding the outer contours of the two tunnels by 2m outwards towards two sides, arranging 2 measuring lines on the ground surface, and arranging 2 measuring lines on the ground surface above the two tunnel arches along the axis of the tunnel; respectively arranging 4 measuring lines on the ground surface above the two tunnels with the axial direction expanded outwards by 2m from two sides; 1 measuring line is arranged on the ground surface in the middle of the axes of the two tunnels; the electrode point distance on each measuring line is 1.5-2 m, a percussion drill is adopted to drill holes with the diameter of about 2 cm and the depth of 10 cm, the electrodes are inserted into the holes and penetrate into the soil body below, and about 120 electrodes are arranged in an accumulated mode; and sequentially acquiring data of 9 measuring lines.
4. Transient electromagnetic method: 2 measuring lines are arranged at 3m of the extension of the outer contour of the two tunnels, and 2 measuring lines are arranged at the tops of the two tunnels along the axis of the tunnels; arranging 1 measuring line in the middle of the axes of the two tunnels; the distance between the measuring points on each measuring line is 2m, and 5 measuring lines sequentially acquire data.
Step two: area scrutiny
1. Geological radar method: on one hand, 9 survey lines are arranged in the tunnel direction, 2 survey lines are arranged on the 2m outer extension of the two tunnel outlines, 4 survey lines are respectively arranged on the upper earth surface of 2m positions on two sides of the central axis of the two tunnels, 2 survey lines are arranged on the earth surface right above the two tunnel arches along the tunnel axis, and 1 radar survey line is arranged in the middle of the two tunnel axes; and on the other hand, crossed measuring lines are arranged in the direction vertical to the axis of the tunnel, the measuring lines are sequentially arranged and distributed at the interval of 2m, about 32 measuring lines are arranged in total, the influence of the building is avoided, and the length of the measuring lines is 12-25 m.
2. Micro-motion detection method: two longitudinal measuring lines are arranged along the center lines of the left line and the right line of the shield tunnel, the length of a single measuring line is 143m, the measuring lines are arranged according to a straight line, and 4m point distance is adopted for data acquisition so as to meet the requirements of resolution and detection depth. The detection adopts a circular array to obtain single-channel information, and the detection depth is about 4 times of the arrangement radius of the array.
3. In-hole geophysical prospecting, taking the outlines of the left side and the right side of two tunnels as a reference, respectively extending 1m outwards to drill holes in geology (totally constructing four rows of detection holes); the distance between adjacent drilled holes in the axial direction of the tunnel is 6 m; when a part of the building is positioned on the measuring line and can not be drilled, arranging a detecting hole along 1m of the outer side wall of the building; the drilling depth was 25 m.
Step three: comprehensive interpretation of multiple geophysical prospecting methods
And (3) comprehensively interpreting results by various geophysical detection methods, and accurately identifying and imaging cavities and boulders along the front line of the driving face.
According to the comprehensive detection result, carrying out boulder replacement treatment, forming holes in the completely and strongly weathered long-flash rock stratum on the upper part by adopting a rotary drilling rig, carrying out boulder replacement operation on the extremely hard rock (the highest strength reaches 260 MPa) on the lower part by adopting a down-the-hole hammer drilling rig, and replacing and filling the boulders by adopting low-strength concrete after the boulder replacement is finished; the pile spacing occlusion length is adjusted according to the pile diameter of the drilled pile to ensure that no gap exists between the occluded piles, the length of the drilled pile extends into the position 1m below the tunnel to replace the concrete pouring depth to the original ground, and a pile-separating jumping driving mode is adopted during construction.
Specifically, the punching number of the pile driver is determined by comparing the projection area of the boulder on the horizontal plane with the pile hole area of the pile driver. During piling, the diameter of a piling hole is R =1.2m, the inter-pile meshing length is set to be L =0.35m, S is shown as the pile spacing, and S = R-L =0.85 m. By comparison, if the projected area of the boulder can be covered by one pile hole, piling is carried out right above the boulder; if the projection of the boulder cannot be covered by one pile hole, the pile driving position is adjusted by combining the position of the boulder and the projection area, and the projection of the boulder is covered by two or more pile holes. Fig. 3-6 correspond to the cases of covering by 3, 4, 6 and 9 stake holes, respectively. Fig. 7 shows the piling hole set-up when an orphan rock mass is encountered.
After the boulders and cavities are treated, the optimal tunneling parameters of the shield are as follows: thrust 7000 and 8000KN, torque 1000 N.M, and rotation speed 1.3 r/min. The shield tunneling and the boulder replacement are carried out synchronously without mutual influence, soil body grouting reinforcement is not needed in the whole construction process, and the influence of the shield tunnel construction on the surrounding ecological environment is reduced to the maximum extent.
While the present invention has been described with reference to the embodiments shown in the drawings, the present invention is not limited to the embodiments, which are illustrative and not restrictive, and it will be apparent to those skilled in the art that various changes and modifications can be made therein without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (4)
1. A pretreatment method for a subway shield to penetrate through an ultra-large diameter boulder is characterized by comprising the following steps:
on a preset subway establishment line, detecting whether a boulder exists on the subway establishment line by adopting a geophysical detection method so as to identify and image cavities and boulders along the line;
according to the detection result, carrying out boulder replacement treatment: setting a processing scheme according to the boulder image identified along the subway establishment line; wherein the processing scheme is as follows: excavating the weathered amphibole close to the stratum into a hole by using a rotary drilling rig, carrying out boulder replacement operation on the extremely hard rock far away from the stratum by using a down-the-hole hammer drilling rig, and replacing and filling by using low-strength concrete;
and when the boulder is replaced, the shield tunneling is synchronously carried out, the boulder replacement is not influenced mutually, and the soil body grouting reinforcement is not needed in the whole construction process.
2. The pretreatment method for the subway shield to penetrate through the boulder with the ultra-large diameter according to claim 1, wherein in the step of detecting whether the boulder exists on the subway establishment line by adopting a geophysical detection method, a detection mode of earth surface general survey and regional scrutiny is included;
wherein, the detection mode of earth's surface general survey includes: surface wave detection, multiple coverage seismic, high density electrical and transient electromagnetic;
the detection mode of region refinement comprises the following steps: geological radar methods, micro-motion detection methods, and in-hole geophysical prospecting methods;
and the results of all detection methods are comprehensively interpreted, so that the boulders along the driving surface of the subway line are accurately identified and imaged.
3. The pretreatment method for the subway shield to pass through the boulder with the ultra-large diameter as claimed in claim 1, wherein in the step of detecting whether the boulder exists on the subway establishment line, the boulder or the boulder group existing on the subway establishment line can be obtained by detection.
4. The pretreatment method for the subway shield to penetrate through the boulder with the extra-large diameter according to claim 3, characterized in that in the stratum drilling process, if the longest length of the boulder is within the diameter range of a drilling hole pile, the position of the single boulder is determined according to the comprehensive detection result, and the single-hole direct replacement is carried out; if the longest length of the boulder exceeds the diameter range of the drilled pile, the position of the single boulder is determined, three-hole triangular hole distribution replacement or four-hole, six-hole and nine-hole rectangular hole filling replacement is adopted, the interlocking length of the pile spacing is adjusted according to the pile diameter of the drilled pile, and no gap is ensured among the interlocked piles.
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Cited By (3)
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| CN113685196A (en) * | 2021-09-17 | 2021-11-23 | 中国铁建重工集团股份有限公司 | Barrier breaking device and method for tunnel construction |
| CN114118954A (en) * | 2021-11-18 | 2022-03-01 | 中煤浙江勘测设计有限公司 | Shield machine detection method and system applied to foundation pit and storage medium |
| CN115142403A (en) * | 2022-06-23 | 2022-10-04 | 中国建筑第八工程局有限公司 | Half-edge rock pile foundation hole-forming construction method |
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