CN109519184B - Construction method for controlling attitude drift of shield tunneling machine by advanced drilling - Google Patents
Construction method for controlling attitude drift of shield tunneling machine by advanced drilling Download PDFInfo
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- CN109519184B CN109519184B CN201811230903.3A CN201811230903A CN109519184B CN 109519184 B CN109519184 B CN 109519184B CN 201811230903 A CN201811230903 A CN 201811230903A CN 109519184 B CN109519184 B CN 109519184B
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- 238000005553 drilling Methods 0.000 title claims abstract description 91
- 238000010276 construction Methods 0.000 title claims abstract description 37
- 230000005641 tunneling Effects 0.000 title claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 69
- 239000011435 rock Substances 0.000 claims abstract description 26
- 238000000034 method Methods 0.000 claims abstract description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 239000002270 dispersing agent Substances 0.000 claims abstract description 18
- 238000011010 flushing procedure Methods 0.000 claims abstract description 8
- 238000005527 soil sampling Methods 0.000 claims description 8
- 239000004094 surface-active agent Substances 0.000 claims description 4
- 239000000843 powder Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
- 230000005484 gravity Effects 0.000 description 6
- 230000000452 restraining effect Effects 0.000 description 5
- 230000002829 reductive effect Effects 0.000 description 4
- 241000589651 Zoogloea Species 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 3
- 239000003795 chemical substances by application Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000000149 penetrating effect Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 230000003204 osmotic effect Effects 0.000 description 2
- 230000036961 partial effect Effects 0.000 description 2
- 229920002635 polyurethane Polymers 0.000 description 2
- 239000004814 polyurethane Substances 0.000 description 2
- 230000035945 sensitivity Effects 0.000 description 2
- 230000009974 thixotropic effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000003631 expected effect Effects 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 230000002401 inhibitory effect Effects 0.000 description 1
- 230000000670 limiting effect Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
- 208000024891 symptom Diseases 0.000 description 1
- 230000001052 transient effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a construction method for controlling attitude drift of a shield tunneling machine by advanced drilling, which comprises the following steps: the advanced drilling position is preset on the middle shield shell, advanced drilling is carried out towards the stratum in front of the shield at the preset hole position, soil is taken out, a plurality of holes are formed below the shield cutter head, high-pressure water flushing is carried out on the holes in front of the drill rod, then mudstone dispersing agent is injected, the mudstone at the lower part of the front shield of the shield is softened, and the shield machine sinks under the dead weight. According to the method, an opening is preset in the lower part of the middle shield shell, when the shield machine floats upwards, the front inclined stratum of the shield is drilled in advance through the opening, soil is taken out, holes are formed below the shield cutter head after soil is taken out through a plurality of drilled holes, mud rock dispersing agents are injected after the holes are washed by high-pressure water, mud rock in the lower part of the front shield of the shield is softened, and the shield machine can locally sink by means of dead weight, so that the aim of controlling the posture of the shield in a floating mode is achieved.
Description
Technical Field
The invention relates to the field of shield tunnel construction, in particular to a construction method for controlling attitude drift of a shield machine by advanced drilling.
Background
The shield method is a fully mechanized construction method in the construction of the undermining method, and is a mechanized construction method which adopts a shield machine to push in a stratum, prevents surrounding rocks around a shield shell and a duct piece support from collapsing into a tunnel, simultaneously cuts soil in front of an excavation face by a cutter disc, conveys out of the tunnel through a soil discharging machine, assembles precast concrete duct pieces and forms a tunnel structure.
In the current urban subway shield tunnel construction, when a mudstone stratum or a composite stratum containing such a weak stratum is tunneled, or due to geological condition variability, the conditions of serious floating or posture drift of a shield machine are easily met, so that the tunnelling direction of the shield machine is deviated, and the tunnel construction safety is seriously endangered. At present, the shield posture is controlled and prevented mostly by depending on a shield self system, for example, the shield displacement can be solved by using a method of restraining the floating of a tunnel and grouting a backing by utilizing uneven force application of a jack, but hidden danger is caused by unstable slurry materials on the whole tunnel, and shield drift which exceeds a limit and has no symptoms occurs in a short period of time is not suitable.
Disclosure of Invention
The invention aims at: aiming at the problem that when tunneling is carried out in a mudstone stratum or a compound stratum containing the mudstone, the condition that the shield machine floats seriously or the attitude drifts easily is encountered, so that the drift of the tunneling direction of the shield machine is caused, the construction method for controlling the attitude drift of the shield machine by advanced drilling is provided.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
a construction method for controlling attitude drift of a shield tunneling machine by advanced drilling comprises the following steps:
step one, presetting advanced drilling positions: the method comprises the steps that a plurality of openings are preset in the lower part of a shield shell in a shield machine, and the size of each opening is slightly larger than the diameter of an advanced drilling hole;
step two, drilling and soil sampling: after the shield machine is detected to drift, the shield machine is stopped, advanced drilling is carried out on the stratum in front of the shield at the opening of the middle shield shell, soil is taken out, and a plurality of holes are formed below the shield cutter head after drilling and soil taking are carried out;
step three, flushing with high-pressure water: after the soil body is taken out, the cavity in front of the drill rod is washed by high-pressure water, and rock scraps at the bottom of the drilling hole and rock powder adhered to the wall of the cavity are washed out;
step four, injecting a dispersing agent: injecting a mudstone dispersing agent after the cavity is washed by taking the soil, so that the mudstone at the lower part of the shield front shield is softened;
fifthly, correcting the posture of the shield: the shield machine sinks by self weight and is controlled by the aid of shield tunneling parameters, so that the posture of the shield machine is controlled.
According to the method, when the shield machine floats upwards, the holes are drilled in advance towards the stratum in front of the shield through the openings, soil is taken out, holes are formed below the shield cutter head after soil is taken out through the holes, mud rock dispersing agents are injected after the holes are washed by high-pressure water, mud rock at the lower part of the shield front shield is softened, the shield machine can partially sink by means of dead weight, and therefore the purpose of controlling the shield posture by restraining floating is achieved.
The method uses a foundation stress relief method to drill holes and take soil in the opposite direction of shield drift (namely below a front shield), and uses the settlement of stratum below to lead the gravity center of the shield machine to move forward, thereby reducing the inclination amplitude. And by utilizing oblique drilling, soil is slowly taken from the stratum at the lower side of the front shield of the shield machine, so that the original stratum height is reduced, and the shield machine gradually inhibits drift in the process of restoring tunneling along with the action of gravity.
In the tunnel excavation process, a temporary surface appears in the rock mass after the tunnel chamber is excavated, the rock mass has a deformation space, and the rock mass is unloaded and deformed into the tunnel due to local release of stress, so that the stress is redistributed due to the original balanced three-dimensional initial stress state, and a secondary stress field is generated. When the rock stratum above the shield machine is softer and the rock stratum below the shield machine is harder and is overstressed by the upward stress of the rock mass, the upward drift of the shield machine is easy to occur. At the moment, the stress of the soil body below the foundation bottom surface is relieved at the side with small settlement, so that the stress is transferred to other parts, and the partial settlement is forced to be increased to adjust the uneven settlement under the condition of not increasing the total load, so that the effect of adjusting the posture of the shield machine can be better achieved.
The stress relief method is to apply the principle of soil mechanics, and to drill inclined holes according to a certain angle to relieve local stress in the foundation, so that the stress in the foundation soil is redistributed, the local settlement is increased, and the purpose of correcting deviation is achieved.
The sensitivity of the soft soil is high, the thixotropic property is high, the soil body is seriously disturbed after drilling, and the shear strength of the soil body is greatly reduced; after drilling, a cavity is formed in foundation soil, soil body moves along the radial direction of the hole under the action of dead weight, residues in the hole are discharged after adopting auxiliary measures of dispersing agents or clear water, meanwhile, surrounding soil body is softened, the deformation of the soil body along the radial direction of the hole is obviously increased under the action of the dead weight and the osmotic pressure of water, the shield machine is promoted to sink locally, and the soil body is settled until reaching stress balance again under the action of the gravity of the soil body and the shield machine, and then the sinking is stopped. If the sinking amount is insufficient, the hole needs to be drilled and the soil needs to be taken again, so that the front shield of the shield machine sinks again until the shield machine reaches a preset position, and the purposes of restraining shield drift and adjusting the posture of the shield machine are achieved.
As a preferable scheme of the invention, the openings in the first step are arranged at the position 3-5m away from the shield cutter head, and all the openings are distributed along the circumference of the middle shield shell. When the shield machine is detected to float upwards, the front inclined stratum of the shield is drilled in advance through the opening of the middle shield shell, and the soil body is taken out, because the opening is arranged at the position 3-5m away from the shield cutter head, and all the openings are distributed along the circumference of the middle shield shell, a plurality of holes can be formed in the lower part of the front shield of the shield after drilling, all the holes are distributed circumferentially in the lower part of the front shield, and the circumferential distribution position of the holes is convenient to adjust, so that the adjustment of the shield posture is realized.
As a preferred embodiment of the present invention, the number of the openings is 3 to 5. After the lower part of the middle shield shell is provided with 3-5 openings, the drilling direction can be selected according to the needs to drill along the openings in advance, and the drilling and soil taking position can be controlled more accurately, so that the shield machine sinks towards the needed direction.
As the preferable scheme of the invention, the number of the openings is three, and the openings are distributed at the 5, 6 and 7 o' clock positions of the cross section of the middle shield shell, so that the openings can be used for symmetrically taking out soil at the lower part of the shield front shield, and the shield machine can sink uniformly and stably as much as possible.
As a preferable scheme of the invention, drill rods are respectively driven into the openings of the middle shield shell, and the sequence of drilling and soil taking is firstly at the 6 o ' clock position, secondly at the 5 o ' clock position and finally at the 7 o ' clock position. The sinking direction of the shield machine is adjusted and controlled by controlling the advanced drilling and soil sampling sequence below the front shield of the shield, so that the purpose of correcting deviation is achieved.
As a preferable scheme of the invention, in the second step, the drilling rod drills into the stratum at an angle of 12.5 degrees, the effective drilling hole length of the drilling hole is 5.37m, and the effective coring volume is 0.021m 3 . By adopting the drilling angle, the drilling construction operation is convenient, and the length of the drilling hole required by drilling below the cutter head can be shortened as much as possible.
As an optimal scheme of the invention, in the second step, the drill rod with elasticity is used for drilling, and the rear part of the drill rod is reinforced in the shield, so that certain damage to tunneling caused by rod breakage and rod dropping is prevented.
As a preferable scheme of the invention, the dispersing agent in the fourth step comprises a surfactant and a strong penetrating agent, can quickly penetrate into the slime zoogloea, and is oxidized and decomposed to release air bubbles, so that the mudstone is softened, and space is provided for controlling the posture drift of the shield.
As the preferable scheme of the invention, the opening in the first step is an inclined hole, and the inclined direction is consistent with the drilling direction, so that advanced drilling is conveniently carried out on the stratum obliquely towards the front of the shield through the opening, and the soil body is taken out.
As the preferable scheme of the invention, the opening on the middle shield shell needs to be subjected to temporary sealing treatment before the drilling and soil taking, so that underground water, slurry and the like are prevented from entering the interior of the middle shield shell through the opening.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
1. according to the construction method for controlling the attitude drift of the shield machine by advanced drilling, the position of a hole can be preset in advance, and even if the shield attitude is controlled along with the shield tunneling condition, compared with a backing grouting construction method, the construction method is safer and more reliable, the backing grouting is to ensure that groundwater is smoothly discharged in the grouting process, and geological radar detection is needed to verify whether a cavity is contained after grouting is completed; although each ring of grouting double-liquid transient grouting can carry out later tunnel correction through asymmetric grouting and grouting supplement, the effect is not necessarily obvious, the axial displacement of the shield caused by adopting the measures and optimizing construction parameters is limited, the construction method for controlling the attitude drift of the shield machine by advanced drilling in the scheme can utilize the self weight of the shield body to carry out correction to a larger extent, the capability of inhibiting the attitude of the shield is strong, and the construction cost is saved globally;
2. according to the construction method for controlling the attitude drift of the shield machine by advanced drilling, the three arranged drilling holes can play a role in adjusting the control attitude, the adjustment mode is flexible, the coring section distance cutterhead can be marked on a drawing through the drilling angle, the volume of each coring is calculated, and the coring can be carried out for many times as required until the expected effect is achieved;
3. according to the construction method for controlling the attitude drift of the shield machine by advanced drilling, the injected dispersing agent mainly comprises a surfactant, a strong penetrating agent and the like, can rapidly penetrate into slime zoogloea, is oxidized and decomposed to release bubbles, can solve the problems of mud cake formation and the like of a shield cutter head, and enables the inner surface of a drill rod to be clean;
4. the construction method for controlling the attitude drift of the shield machine by advanced drilling mainly aims at the severe floating or attitude drift of the shield machine in mudstone stratum and upper soft and lower hard stratum, the lower part of the shield machine is enabled to generate gaps by advanced drilling and soil taking, the stratum stability is destroyed, the gaps of rock bodies are flushed by high-pressure water and dispersing agents are injected, the lower part of the shield front shield is enabled to generate holes, meanwhile, the lower mudstone is enabled to be softened, the shield machine self-weight is relied on to enable the shield machine to sink, the controllability is strong, the operation is simple, convenient and quick, and the method is easy to popularize.
Drawings
FIG. 1 is a schematic diagram of a preset position of a shield advanced drilling in a shield tunneling machine.
FIG. 2 is a schematic diagram of a cavity formed in the front and lower sides of a shield after advanced drilling and soil extraction in the invention.
FIG. 3 is a flow chart of the construction process for controlling the attitude drift of the shield tunneling machine by advanced drilling.
The marks in the figure: the device comprises a hollow drill rod 1, a shield middle shield 2, an opening 21, a tunnel design axis 3 and a softening part below a shield front shield 4.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Examples
The embodiment provides a construction method for controlling attitude drift of a shield tunneling machine by advanced drilling;
as shown in fig. 1 to 3, the construction method for controlling the attitude drift of the shield tunneling machine by advanced drilling in this embodiment includes the following steps:
step one, presetting advanced drilling positions: a plurality of openings 21 are preset in the lower part of the shield 2 shell in the shield, and the size of the openings is slightly larger than the diameter of the advanced drilling hole;
step two, drilling and soil sampling: after the shield machine is detected to drift, the shield machine is stopped, advanced drilling is carried out towards the stratum in front of the shield at the opening of the middle shield shell, soil is taken out, the inside of the shield 2 shell in the shield is drilled by adopting a down-the-hole drill and driving a hollow drill rod 1, the soil with the same length as the drill rod is taken out by adopting a drilling soil sampler, and soil can be sampled for a plurality of times as required, so that a plurality of holes after drilling and soil sampling are formed below a shield cutter head;
step three, flushing with high-pressure water: after the soil body is taken out, a high-pressure flushing machine is connected with a hollow drill rod inserted into the advanced drilling hole, a high-pressure water gun is used for flushing a hole, from which the soil body in front of the drill rod is taken out, of rock scraps at the bottom of the drilling hole, rock powder adhered to the wall of the cavity and the like by using clean water or compressed air and water until the flushed water reaches a certain turbidity requirement, and flushing is stopped;
step four, injecting a dispersing agent: injecting a mudstone dispersing agent into the cavity after soil sampling and flushing to soften the mudstone at the lower part of the shield front shield to form a softened part 4 below the shield front shield, and withdrawing the drill rod after injecting the dispersing agent;
fifthly, correcting the posture of the shield: after the mudstone below the front part of the shield is softened, the shield machine is submerged by means of dead weight to inhibit shield drift, and shield tunneling parameters are used for controlling, such as adjusting jack force application and backing grouting pressure, so that the posture of the shield machine is controlled, and the shield machine resumes propulsion.
According to the method, when the shield machine floats upwards, the holes are drilled in advance towards the stratum in front of the shield through the openings, soil is taken out, holes are formed below the shield cutter head after soil is taken out through the holes, mud rock dispersing agents are injected after the holes are washed by high-pressure water, mud rock at the lower part of the shield front shield is softened, the shield machine can partially sink by means of dead weight, and therefore the purpose of controlling the shield posture by restraining floating is achieved.
The method uses a foundation stress relief method to drill holes and take soil in the opposite direction of shield drift (namely below a front shield), and uses the settlement of stratum below to lead the gravity center of the shield machine to move forward, thereby reducing the inclination amplitude. And by utilizing oblique drilling, soil is slowly taken from the stratum at the lower side of the front shield of the shield machine, so that the original stratum height is reduced, and the shield machine gradually inhibits drift in the process of restoring tunneling along with the action of gravity.
In the tunnel excavation process, a temporary surface appears in the rock mass after the tunnel chamber is excavated, the rock mass has a deformation space, and the rock mass is unloaded and deformed into the tunnel due to local release of stress, so that the stress is redistributed due to the original balanced three-dimensional initial stress state, and a secondary stress field is generated. When the rock stratum above the shield machine is softer and the rock stratum below the shield machine is harder and is overstressed by the upward stress of the rock mass, the upward drift of the shield machine is easy to occur. At the moment, the stress of the soil body below the foundation bottom surface is relieved at the side with small settlement, so that the stress is transferred to other parts, and the partial settlement is forced to be increased to adjust the uneven settlement under the condition of not increasing the total load, so that the effect of adjusting the posture of the shield machine can be better achieved.
The stress relief method is to apply the principle of soil mechanics, and to drill inclined holes according to a certain angle to relieve local stress in the foundation, so that the stress in the foundation soil is redistributed, the local settlement is increased, and the purpose of correcting deviation is achieved.
The sensitivity of the soft soil is high, the thixotropic property is high, the soil body is seriously disturbed after drilling, and the shear strength of the soil body is greatly reduced; after drilling, a cavity is formed in foundation soil, soil body moves along the radial direction of the hole under the action of dead weight, residues in the hole are discharged after adopting auxiliary measures of dispersing agents or clear water, meanwhile, surrounding soil body is softened, the deformation of the soil body along the radial direction of the hole is obviously increased under the action of the dead weight and the osmotic pressure of water, the shield machine is promoted to sink locally, and the soil body is settled until reaching stress balance again under the action of the gravity of the soil body and the shield machine, and then the sinking is stopped. If the sinking amount is insufficient, the hole needs to be drilled and the soil needs to be taken again, so that the front shield of the shield machine sinks again until the shield machine reaches a preset position, and the purposes of restraining shield drift and adjusting the posture of the shield machine are achieved.
In this embodiment, the openings in the first step are disposed at a position 3-5m from the shield cutterhead, and all the openings are distributed along the circumference of the middle shield shell. When the shield machine is detected to float upwards, the front inclined stratum of the shield is drilled in advance through the opening of the middle shield shell, and the soil body is taken out, because the opening is arranged at the position 3-5m away from the shield cutter head, and all the openings are distributed along the circumference of the middle shield shell, a plurality of holes can be formed in the lower part of the front shield of the shield after drilling, all the holes are distributed circumferentially in the lower part of the front shield, and the circumferential distribution position of the holes is convenient to adjust, so that the adjustment of the shield posture is realized.
In this embodiment, the number of the openings is 3-5. After the lower part of the middle shield shell is provided with 3-5 openings, the drilling direction can be selected according to the needs to drill along the openings in advance, and the drilling and soil taking position can be controlled more accurately, so that the shield machine sinks towards the needed direction. Preferably, the number of the openings is three, and the openings are distributed at the 5, 6 and 7 o' clock positions of the cross section of the middle shield shell, so that the openings can be used for symmetrically taking out soil at the lower part of the shield front shield, and the shield machine can sink uniformly and stably as much as possible.
In this embodiment, the drill pipes are respectively driven into the openings of the middle shield shell, and the sequence of drilling and soil taking is firstly at the 6 o ' clock position, secondly at the 5 o ' clock position and finally at the 7 o ' clock position. The sinking direction of the shield machine is adjusted and controlled by controlling the advanced drilling and soil sampling sequence below the front shield of the shield, so that the purpose of correcting deviation is achieved.
In the embodiment, the angle of drilling the drill rod into the stratum in the second step is 12.5 degrees, namely the drilling axis and the tunnel design axis 3 are arranged at an included angle of 12.5 degrees, the drilling length is 8m and exceeds the front shield by 3m, the effective drilling length is 5.37m, and the effective coring volume is 0.021m 3 . By adopting the drilling angle, the drilling construction operation is convenient, and the length of the drilling hole required by drilling below the cutter head can be shortened as much as possible.
In the embodiment, the elastic drill rod is used for drilling in the second step, and the rear part of the drill rod is reinforced in the shield, so that certain damage to tunneling caused by rod breakage and rod dropping is prevented.
In the embodiment, the dispersing agent in the fourth step comprises a surfactant and a strong penetrating agent, can quickly penetrate into the slime zoogloea, and is oxidized and decomposed to release air bubbles, so that the mudstone is softened, and space is provided for controlling the drifting of the shield posture.
In the embodiment, the opening in the first step is an inclined hole with the diameter of 50-80mm, and the inclined direction is consistent with the drilling direction, so that advanced drilling is conveniently carried out on the stratum obliquely towards the front of the shield through the opening, and the soil body is taken out.
In this embodiment, the opening on the middle shield shell needs to be temporarily sealed before the hole is drilled and the soil is taken, for example, polyurethane is used for plugging, so that groundwater, slurry and the like are prevented from entering the interior of the middle shield shell through the opening. Before the construction of drilling and soil sampling, firstly taking out a core sample of the soil layer at the lower half part of the stratum penetrated by the shield machine through a middle shield polyurethane reserved opening, determining whether the advanced drilling position to be opened is proper or not, and determining whether the stratum is stable or not, so as to avoid unstable entering of a drilling machine drill rod into the stratum and gushing or drill rod clamping.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention.
Claims (10)
1. The construction method for controlling the attitude drift of the shield tunneling machine by advanced drilling is characterized by comprising the following steps of:
step one, presetting advanced drilling positions: the method comprises the steps that a plurality of openings are preset in the lower part of a shield shell in a shield machine, and the size of each opening is slightly larger than the diameter of an advanced drilling hole;
step two, drilling and soil sampling: after the shield machine is detected to drift, the shield machine is stopped, advanced drilling is carried out on the stratum in front of the shield at the opening of the middle shield shell, soil is taken out, and a plurality of holes are formed below the shield cutter head after drilling and soil taking are carried out;
step three, flushing with high-pressure water: after the soil body is taken out, the cavity in front of the drill rod is washed by high-pressure water, and rock scraps at the bottom of the drilling hole and rock powder adhered to the wall of the cavity are washed out;
step four, injecting a dispersing agent: injecting a mudstone dispersing agent after the cavity is washed by taking the soil, so that the mudstone at the lower part of the shield front shield is softened;
fifthly, correcting the posture of the shield: the shield machine sinks by self weight and is controlled by the aid of shield tunneling parameters, so that the posture of the shield machine is controlled.
2. The construction method for controlling the attitude drift of a shield machine by advanced drilling according to claim 1, wherein the openings in the first step are provided at a position 3-5m from the shield cutterhead, and all the openings are distributed along the circumference of the middle shield shell.
3. The construction method for controlling attitude drift of a shield tunneling machine according to claim 1, wherein the number of openings is 3-5.
4. The construction method for controlling the attitude drift of the shield tunneling machine according to claim 3, wherein the number of the openings is three and the openings are distributed at 5, 6 and 7 o' clock positions of the cross section of the middle shield shell.
5. The construction method for controlling the attitude drift of the shield tunneling machine according to claim 4, wherein the drill rods are respectively driven into the openings of the middle shield shell, and the sequence of drilling and soil taking is firstly at 6 o ' clock, secondly at 5 o ' clock and finally at 7 o ' clock.
6. The construction method for controlling attitude drift of shield tunneling machine according to claim 1, wherein in the second step, the drill rod drills into the stratum at an angle of 12.5 °, the effective hole length of the drill hole is 5.37m, and the effective coring volume is 0.021m 3 。
7. The construction method for controlling the attitude drift of a shield machine by advanced drilling according to claim 1, wherein in the second step, a drill rod with elasticity is used for drilling, and the rear part of the drill rod is reinforced in the shield.
8. The construction method for controlling attitude drift of a shield machine by advanced drilling according to claim 1, wherein the dispersant in the fourth step comprises a surfactant and a strong penetrant.
9. The construction method for controlling the attitude drift of a shield tunneling machine according to claim 1, wherein the opening in the first step is an inclined hole, and the inclination direction is the same as the drilling direction.
10. The construction method for controlling the attitude drift of the shield machine by advanced drilling according to claim 1, wherein the opening on the middle shield shell is subjected to temporary sealing treatment before the drilling is performed.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811230903.3A CN109519184B (en) | 2018-10-22 | 2018-10-22 | Construction method for controlling attitude drift of shield tunneling machine by advanced drilling |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811230903.3A CN109519184B (en) | 2018-10-22 | 2018-10-22 | Construction method for controlling attitude drift of shield tunneling machine by advanced drilling |
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| CN109519184B true CN109519184B (en) | 2023-08-18 |
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|---|---|---|---|---|
| CN110195592B (en) * | 2019-04-30 | 2021-02-05 | 华中科技大学 | Intelligent shield tunneling pose prediction method and system based on hybrid deep learning |
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