CN109403994B - Tunneling construction method for slurry balance shield machine - Google Patents
Tunneling construction method for slurry balance shield machine Download PDFInfo
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- CN109403994B CN109403994B CN201811645964.6A CN201811645964A CN109403994B CN 109403994 B CN109403994 B CN 109403994B CN 201811645964 A CN201811645964 A CN 201811645964A CN 109403994 B CN109403994 B CN 109403994B
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- 230000005641 tunneling Effects 0.000 title claims abstract description 115
- 239000002002 slurry Substances 0.000 title claims abstract description 92
- 238000010276 construction Methods 0.000 title claims abstract description 18
- 239000002689 soil Substances 0.000 claims abstract description 264
- 239000002893 slag Substances 0.000 claims description 25
- 238000000034 method Methods 0.000 claims description 22
- 238000011010 flushing procedure Methods 0.000 claims description 15
- 230000002093 peripheral effect Effects 0.000 claims description 15
- 238000012544 monitoring process Methods 0.000 claims description 13
- 230000002159 abnormal effect Effects 0.000 claims description 11
- 238000009412 basement excavation Methods 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 6
- 230000006641 stabilisation Effects 0.000 claims description 2
- 238000011105 stabilization Methods 0.000 claims description 2
- 238000002604 ultrasonography Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 4
- 238000009991 scouring Methods 0.000 abstract description 2
- 108010066114 cabin-2 Proteins 0.000 description 23
- 108010066278 cabin-4 Proteins 0.000 description 14
- 238000010586 diagram Methods 0.000 description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 238000004140 cleaning Methods 0.000 description 4
- 238000001514 detection method Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 230000005855 radiation Effects 0.000 description 3
- 239000010802 sludge Substances 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 230000005856 abnormality Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011897 real-time detection Methods 0.000 description 1
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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
- E21D9/0642—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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- 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- 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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- 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 provides a tunneling construction method for a slurry balance shield machine, which comprises the following steps: detecting soil layer characteristics of a shield tunneling area; judging whether the soil layer characteristics are stable or not, if not, closing all valves on the soil cabin pressure maintaining system and the soil cabin air inlet pipeline to fill the soil cabin with slurry, namely adopting a normal tunneling mode; if yes, the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline are opened, compressed air is arranged at the upper part of the soil cabin, and then the cutter head is flushed through a slurry inlet pipe at the upper part of the soil cabin. The tunneling construction method for the slurry balance shield machine adopts two tunneling modes, namely a conventional mode and an earth cabin air-entrapping mode, so that the scouring effect of the cutter head is better, and the problem that the cutter head is bonded with mud cakes when the slurry balance shield machine tunnels in a cohesive soil layer is effectively solved.
Description
Technical Field
The invention relates to the technical field of slurry balance shield machines, in particular to a tunneling construction method for a slurry balance shield machine.
Background
With the rapid development of the shield construction technology, the slurry balance shield machine in the shield tunneling machine is widely applied to tunnel engineering with high requirements on river crossing, sea crossing, settlement and the like by virtue of excellent pressure control performance, and meanwhile, mud cakes are easy to form on a cutter head when the slurry balance shield machine excavates clay strata due to the excavation characteristic, and the slurry injected into a soil cabin through a soil cabin slurry inlet pipe directly flushes into the soil cabin slurry, so that the flushing rate is reduced, the mud cakes deposited on the cutter cannot be effectively cleaned, the tunneling process has to be interrupted after the shield tunneling machine excavates for a certain distance, and the mud cakes deposited on the cutter head and the cutter cannot be effectively cleaned, so that the cleaning time of the cutter head is long, and the excavation progress is seriously influenced by intermittent flushing, and the tunneling efficiency is reduced.
Therefore, how to effectively improve the cleaning effect of the cutterhead during tunneling and solve the problem that the cutterhead is caked with mud cakes is a technical problem which needs to be solved urgently by technical personnel in the field.
Disclosure of Invention
The invention aims to provide a tunneling construction method for a slurry balance shield machine, which adopts a conventional mode and a soil cabin air-entrapping two tunneling modes to realize alternate scouring of the peripheral area of a cutter head, and obviously solves the problems of poor cutter head cleaning effect and mud cake formation.
The invention provides a tunneling construction method for a slurry balance shield machine, which comprises the following steps:
the soil layer characteristic of the shield tunneling region is detected, wherein the soil layer characteristic specifically comprises: soil layer viscosity, soil layer self-stability and fault fracture zone;
judging whether the soil layer characteristics are stable or not, if not, closing valves on the soil cabin pressure maintaining system and the soil cabin air inlet pipeline so as to fill the soil cabin with slurry, and flushing the cutter head through the soil cabin slurry inlet pipe; if yes, the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline are opened, compressed air is arranged at the upper part of the soil cabin, and the cutter head is flushed through a soil cabin slurry inlet pipe.
Compared with the background technology, the driving method for the slurry balance shield machine provided by the invention detects soil layer characteristics such as soil layer viscosity, soil layer self-stability and fault fracture zone in a driving area, so as to judge the stability of the soil layer characteristics: if the soil layer characteristics are unstable, closing the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline, and filling slurry into the soil cabin through the soil cabin slurry inlet pipe so as to fill the soil cabin with the slurry, so that the peripheral area of the cutter head is flushed in the process, and a normal tunneling mode is entered to maintain the water-soil pressure balance of the working face; if the soil layer characteristics are stable, the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline are opened so that the upper area of the soil cabin is filled with gas, namely, a soil cabin air charging mode is adopted, and the soil cabin slurry inlet pipe is used for flushing the peripheral area of the cutter head. Therefore, before the tunneling is started, the conventional tunneling mode or the soil cabin air-entrapping tunneling mode is adopted for tunneling by detecting the soil layer characteristics of the shield tunneling area, so that the conventional tunneling mode and the soil cabin air-entrapping tunneling mode are switched with each other by continuously detecting the soil layer characteristics in the tunneling process, the cutter head flushing effect can be improved, the problem that the cutter head is caked with mud cakes is effectively solved, and the tunneling efficiency is improved.
Preferably, the soil layer characteristic instability is specifically: the soil layer is non-cohesive soil, and/or the soil layer has poor self-stability, and/or the soil layer has cracks;
the soil layer characteristic stabilization specifically comprises the following steps: the soil layer is cohesive soil, the soil layer is good in self-stability, and cracks do not exist in the soil layer.
Preferably, the determining whether the soil layer characteristics are stable, if not, after closing the soil cabin pressure maintaining system and the valves on the soil cabin air inlet pipeline, further includes:
opening valves on the air cushion cabin pressure maintaining system and the air inlet pipeline of the air cushion cabin;
and the peripheral area of the cutter head is flushed through the soil cabin slurry inlet pipe and the air cushion cabin slurry inlet pipe.
Preferably, the determining whether the soil layer characteristics are stable, if so, after the soil cabin pressure maintaining system and the valves on the soil cabin air inlet pipeline are opened, the method further includes:
opening valves on the air cushion cabin pressure maintaining system and the air inlet pipeline of the air cushion cabin;
and the peripheral area of the cutter head is flushed through the soil cabin slurry inlet pipe and the air cushion cabin slurry inlet pipe.
Preferably, after the valves on the air cushion chamber pressure maintaining system and the air cushion chamber air inlet pipeline are opened, the method further includes:
and monitoring a pressure relief valve on the air inlet pipeline of the soil cabin, and adjusting the pressure relief valve to perform pressure relief operation when the actual pressure value displayed by the pressure relief valve is higher than a preset pressure relief value.
Preferably, the opening of the pressure maintaining system of the air cushion chamber and the valves on the air inlet pipeline of the air cushion chamber further includes:
monitoring whether the soil cabin pressure sensor fluctuates abnormally: and if the fluctuation of the soil cabin pressure sensor is abnormal, closing the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline to fill the soil cabin with slurry.
Preferably, after monitoring whether the fluctuation of the soil cabin pressure sensor is abnormal, the method further comprises:
judging whether the actual slag output amount of the shield tunneling machine is equal to the theoretical slag output amount: if the actual slag output of the shield machine is smaller than the theoretical slag output, reducing the tunneling speed of the shield machine or stopping the shield machine, and taking out the slag soil in the soil cabin by using a circulation system to prevent a large amount of slag soil from being accumulated in the soil cabin or the air cushion cabin; if the actual slag output of the shield tunneling machine is larger than the theoretical slag output, judging whether overexcavation occurs due to unstable soil layer during tunneling: if the soil layer is stable, continuing adopting a tunneling mode of air filling of the soil cabin; and if the soil layer is unstable, filling the soil cabin with slurry to prevent the tunnel face from collapsing or overbreak.
Preferably, the judging whether the soil layer characteristics are stable specifically includes: the method comprises the steps of utilizing advanced drilling equipment to detect the soil layer which is in a conical radiation range after excavation, or enabling manual pressure to enter the soil cabin to judge the soil layer, or conducting drilling coring from the ground to judge the soil layer.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the provided drawings without creative efforts.
FIG. 1 is a flow chart of a tunneling method for a slurry balance shield machine according to the present invention;
fig. 2 is a schematic structural diagram of a direct control type conventional tunneling mode provided in the embodiment of the present invention;
fig. 3 is a schematic structural diagram of a direct control type air-entrapping excavation mode of an earth cabin provided by an embodiment of the present invention;
fig. 4 is a schematic structural diagram of a direct control type pressure maintaining, air inlet and pressure relief device according to an embodiment of the present invention;
fig. 5 is a schematic structural diagram of an indirect control type conventional tunneling mode provided in the embodiment of the present invention;
fig. 6 is a schematic structural diagram of an indirect control type air-entrapping excavation mode of an earth cabin provided by an embodiment of the present invention;
fig. 7 is a schematic structural diagram of an indirect control type pressure maintaining, air intake and pressure relief device according to an embodiment of the present invention;
the device comprises a cutter head 1, a soil cabin 2, a soil cabin 3, a soil cabin pressure sensor, a gas cushion cabin 4, a gas cushion cabin 5, a gas cushion cabin pressure sensor 6, a soil cabin gas inlet pipeline 601, a pressure gauge 602, a first valve 603, a second valve, a soil cabin pressure maintaining system 7, a pressure relief pipeline 8, a pressure relief valve 801, a pressure relief pressure gauge 802, a soil cabin slurry inlet pipe 9, a gas cushion cabin slurry inlet pipe 10, a gas cushion cabin pressure maintaining system 11, a gas cushion cabin gas inlet pipeline 12, a third valve 121, a pressure gauge 122 and a slurry inlet booster pump 13.
Detailed Description
In order that those skilled in the art will better understand the disclosure, the invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
Referring to fig. 1 to 7, fig. 1 is a flow chart of a tunneling method for a slurry balance shield machine according to the present invention; fig. 2 is a schematic structural diagram of a direct control type conventional tunneling mode provided in the embodiment of the present invention; fig. 3 is a schematic structural diagram of a direct control type air-entrapping excavation mode of an earth cabin provided by an embodiment of the present invention; fig. 4 is a schematic structural diagram of a direct control type pressure maintaining, air inlet and pressure relief device according to an embodiment of the present invention; fig. 5 is a schematic structural diagram of an indirect control type conventional tunneling mode provided in the embodiment of the present invention; fig. 6 is a schematic structural diagram of an indirect control type air-entrapping excavation mode of an earth cabin provided by an embodiment of the present invention; fig. 7 is a schematic structural diagram of an indirect control type pressure maintaining, air intake, and pressure relief device according to an embodiment of the present invention.
The invention provides a tunneling construction method for a slurry balance shield machine, which mainly comprises the following steps:
s11, detecting soil layer characteristics of the shield tunneling area, wherein the soil layer characteristics specifically comprise: soil layer viscosity, soil layer self-stability and fault fracture zone;
s21, judging whether the soil layer characteristics are stable, if not, executing the step S41, closing the soil cabin pressure maintaining system 7 and valves on the soil cabin air inlet pipeline 6 so as to enable the soil cabin 2 to be filled with slurry, and flushing the peripheral area of the cutter head 1 through the soil cabin slurry inlet pipeline 6, namely flushing the cutter head 1 in a conventional tunneling mode; if yes, step S31 is executed, the pressure maintaining system 7 of the soil cabin and the valves on the soil cabin air inlet pipeline 6 are opened, so that the upper part of the soil cabin is filled with compressed air, and the peripheral area of the cutter head 1 is flushed through the soil cabin slurry inlet pipe 6.
That is, when excavating a non-sticky soil layer, having poor self-stability and having cracks or broken or fractured soil layer, the conventional excavation mode is used, that is, the soil cabin pressure maintaining system 7 and the valves on the soil cabin air inlet pipeline 6 are closed, that is, the soil cabin pressure maintaining system 7 is closed, and the first valve 602 and the second valve 603 on the soil cabin air inlet pipeline 6 leading to the soil cabin 2 are closed, so that the soil cabin 2 is filled with slurry, and the slurry injected by the soil cabin slurry inlet pipe 9 is used for flushing the cutter head 1 of the direct control type slurry balance shield machine.
On the basis, in order to solve the defects of a conventional tunneling mode and further improve the existing tunneling method and cutter head flushing technology, when a cohesive soil layer and a soil layer with high self-stability are tunneled, the mode is rapidly switched to a soil cabin air-entrapping tunneling mode, the soil cabin pressure maintaining system 7 and valves on the soil cabin air inlet pipeline 6 are opened, namely, the soil cabin pressure maintaining system 7 is opened, the first valve 602 and the second valve 603 on the soil cabin air inlet pipeline 6 are opened, and the soil cabin slurry inlet pipe 9 is used for directly flushing the peripheral area of the cutter head 1, so that the problem of low flushing efficiency caused by intermittently flushing the cutter head 1 is solved, the problem of sludge cake formation of the cutter head 1 during tunneling in the cohesive soil layer is well solved, and the sludge cake silted on the cutter head 1 is vigorously blown and jetted until the sludge cake is removed.
Therefore, the tunneling construction method for the slurry balance shield machine, disclosed by the invention, is suitable for the working condition with stratum characteristics changing alternately, the tunneling mode can be switched rapidly in the stratum with different stability and viscosity, the cutter head 1 is flushed smoothly and effectively, the cleaning time of the cutter head 1 is saved, the shield tunneling efficiency is improved, the construction cost is reduced, and the shield tunneling efficiency is improved.
The stability detection of the soil layer characteristics can utilize advanced drilling equipment to realize detection feedback of the soil layer which is excavated and is in a conical radiation range, and can also be manually entered into the soil cabin 2 under pressure to judge the soil layer, or drilling coring is carried out from the ground to judge, so that the soil layer characteristics of the shield tunneling section are detected in advance and tunneling preparation is made in advance. Of course, the stability detection of soil layer properties can also be done visually by the operator.
Specifically, the criterion for determining the instability of the soil property is as follows: the detected soil layer is non-cohesive soil, and/or the soil layer has poor self-stability, and/or the soil layer has cracks, breakage and fracture, that is, when any one or more of the above conditions occur, the detected soil layer characteristics are unstable, and the direct control type slurry water balance shield machine can adopt a conventional tunneling mode that the soil cabin slurry inlet pipe 9 enters slurry into the soil cabin 2.
The above criterion for the soil property stability is: the detected soil layer is cohesive soil, the soil layer is good in self-stability, cracks, breakage and fracture do not exist in the soil layer, namely when the detected soil layer has the conditions, the soil layer characteristics at the position can be judged to be stable, and the direct control type slurry balance shield machine can adopt a soil cabin air-entrapping mode to scour the upper end area of the cutter disc 1.
In order to be suitable for indirect control type slurry balance shield machine, the method comprises the following steps: judging whether the soil layer characteristics are stable, if not, closing all valves on the soil cabin pressure maintaining system 7 and the soil cabin air inlet pipeline 6, and further comprising:
opening valves on the air cushion cabin pressure maintaining system 11 and the air inlet pipeline 12 of the air cushion cabin;
the peripheral area of the cutter head 1 is washed through the soil cabin slurry inlet pipe 9 and the air cushion cabin slurry inlet pipe 10.
That is, when the soil property is determined to be unstable, after the step of closing the valves on the soil cabin pressure maintaining system 7 and the soil cabin air inlet pipeline 6, the valves on the air cushion cabin pressure maintaining system 11 and the air cushion cabin air inlet pipeline 12 may be opened, that is, the valves on the soil cabin air inlet pipeline 6 are all in the closed state, and at the same time, the valves on the air cushion cabin pressure maintaining system 11 and the air cushion cabin air inlet pipeline 12 are opened, and the pressure gauge 601 monitors the pressure maintaining set value, that is, the third valve 121 on the air cushion cabin air inlet pipeline 12 leading to the air cushion cabin 4 is opened, and the pressure gauge 122 monitors the air inlet pressure value in real time. Therefore, when the indirect control type slurry balance shield machine is adopted, the valves on the air inlet pipeline 12 of the air cushion cabin are opened while the pressure maintaining system 11 of the air cushion cabin is opened to adjust the gas pressure in the air cushion cabin 4 to maintain the pressure balance of the tunnel face, and in the process, the slurry inlet booster pump 13 is started to flush the peripheral area of the upper part of the cutter head 1 through the slurry inlet pipe 10 of the air cushion cabin.
The soil cabin pressure maintaining system 7 and the air cushion cabin pressure maintaining system 11 may be the same pressure maintaining system or may be separate pressure maintaining systems.
In addition, when the soil property is determined as a steady state, after the valves on the soil cabin pressure maintaining system 7 and the soil cabin air inlet pipeline 6 are opened, the method further includes:
opening valves on the air cushion cabin pressure maintaining system 11 and the air inlet pipeline 12 of the air cushion cabin;
the peripheral area of the cutter head 1 is washed through the soil cabin slurry inlet pipe 9 and the air cushion cabin slurry inlet pipe 10.
That is, before the cutter head of the indirect control type slurry balance shield machine is flushed, when soil layer characteristics are determined to be stable, after the valves on the soil cabin pressure maintaining system 7 and the soil cabin air inlet pipeline 6 are opened, the valves on the air cushion cabin pressure maintaining system 11 and the air cushion cabin air inlet pipeline 12 are further opened, that is, the first valve 602 on the soil cabin air inlet pipe 6 leading to the soil cabin 2 is automatically opened, the pressure gauge 601 monitors the pressure value in the soil cabin air inlet pipeline 6 in real time, the third valve 121 on the air cushion cabin air inlet pipeline 12 leading to the air cushion cabin 4 is further opened, the pressure gauge 122 monitors the air inlet pressure value in the air cushion cabin air inlet pipeline 12 in real time, a double-cabin inflation tunneling mode for simultaneously inflating the soil cabin 2 and the air cushion cabin 4 is realized, and the peripheral area of the cutter head 1 is flushed through the soil cabin slurry inlet pipe 9 and the air cushion cabin slurry inlet pipe 10; the soil cabin pressure maintaining system 7 and the air cushion cabin pressure maintaining system 11 may be the same pressure maintaining system or different pressure maintaining systems. So set up, can realize when soil layer characteristic is stable, erodeing indirect control formula slurry balance shield constructs machine blade disc 1.
In order to realize safe pressure relief in the soil cabin 2 or the air cushion cabin 4, after opening the valves on the air cushion cabin pressure maintaining system 11 and the air inlet pipeline 12 of the air cushion cabin, the method further comprises the following steps: monitoring a pressure release valve 801 on the soil cabin air inlet pipeline 6, and adjusting the pressure release valve 801 to perform pressure release operation when the actual pressure value displayed by the pressure release valve 801 is higher than a preset pressure release value.
Specifically, a pressure relief pipeline 8 is arranged on the shield body partition or the rear partition, one end of the pressure relief pipeline 8 extends into the soil cabin 2 or the air cushion cabin 4, and the other end of the pressure relief pipeline 8 is connected with the atmospheric pressure, and a pressure relief valve 801 and a pressure relief pressure gauge 802 are arranged on the pressure relief pipeline 8; when each valve on air cushion cabin pressurize system 11 and air cushion cabin air inlet pipeline 12 is all in the on-state, need monitor pressure release manometer 802, carry out real-time supervision with pressure release pipeline 8 internal pressure value, relief valve 801 prestore has preset pressure release value, preset pressure release value sets for according to shield structure parameter and calculated value, pressure release manometer 802 carries out real-time supervision to pressure release pipeline 8 internal pressure value, when pressure value is higher than the pressure release value that relief valve 801 set for in soil cabin 2 or air cushion cabin 4, adjust relief valve 801 and carry out the pressure release, make soil cabin 2 or air cushion cabin 4 internal pressure value drop to pressure release value or below, thereby make soil cabin 2 or air cushion cabin 4 inside maintain stable pressure state.
When the pressure monitoring is performed on the soil cabin 2 and the air cushion cabin 4, the abnormal condition of pressure fluctuation in the two cabin bodies is monitored, and the following steps are specifically performed:
monitoring whether the soil cabin pressure sensor 3 and the air cushion cabin pressure sensor 5 fluctuate abnormally: if the fluctuation of the soil cabin pressure sensor 3 is abnormal, closing the soil cabin pressure maintaining system 7 and valves on the soil cabin air inlet pipeline 6; if the air cushion cabin pressure sensor 5 is abnormal in fluctuation, closing valves on an air cushion cabin pressure maintaining system 11 and an air cushion cabin air inlet pipeline 12 so as to fill the soil cabin 2 with slurry, and entering a conventional tunneling mode; if the soil cabin pressure sensor 3 and the air cushion cabin pressure sensor 5 are abnormal in fluctuation, the valves on the soil cabin pressure maintaining system 7 and the soil cabin air inlet pipeline 6, and the valves on the air cushion cabin pressure maintaining system 11 and the air cushion cabin air inlet pipeline 12 are closed simultaneously.
That is, when either or both of the soil cabin pressure sensor 3 and the air cushion cabin pressure sensor 5 are subjected to fluctuation abnormality, the shield is adjusted to the normal tunneling mode. After monitoring the abnormal fluctuation conditions of the soil cabin pressure sensor 3 and the air cushion cabin pressure sensor 5, it is also necessary to judge whether to stop the shield tunneling, that is, to judge the shield tunneling mode.
Specifically, whether the actual slag discharge amount of the shield tunneling machine is equal to the theoretical slag discharge amount is judged: if the actual slag output of the shield machine is less than the theoretical slag output, reducing the tunneling speed of the shield machine or stopping tunneling of the shield machine, and taking out the slag soil in the soil cabin by using the circulation system to prevent a large amount of slag soil from accumulating in the soil cabin or the air cushion cabin; if the actual slag output of the shield tunneling machine is larger than the theoretical slag output, judging whether overexcavation occurs due to unstable soil layers during tunneling, and if the soil layers are stable, continuing tunneling in a soil cabin air-entrapping mode, namely, opening the soil cabin pressure maintaining system 7 and valves on the soil cabin air inlet pipeline 6 to enable the upper part of the soil cabin 2 to be compressed air; and if the soil layer is unstable, stopping aerating the soil cabin 2 to fill the soil cabin 2 with slurry, namely, tunneling in a conventional mode to prevent the tunnel face from collapsing or overbreak.
When judging the shield tunneling mode, judging whether to stop shield tunneling or not according to the tunneling distance in the set tunneling parameters or the operation condition of auxiliary equipment, and continuing shield tunneling when the actual tunneling distance of the shield equipment is basically consistent with the tunneling distance in the set tunneling parameters and other equipment and auxiliary facilities are in normal operation; when the actual tunneling distance of the shield equipment is far smaller than the tunneling distance in the set tunneling parameters or the auxiliary equipment is abnormally operated, reducing the speed of the shield machine or ending the shield tunneling; and when the actual tunneling distance of the shield equipment is far greater than the tunneling distance in the set tunneling parameters, executing the step which is the same as the slag output.
When the shield stops tunneling, the shield machine is in a pressure maintaining mode, at the moment, the direct control type slurry balance shield machine continuously performs grouting into the soil cabin 2 according to an actual set value by using the soil cabin pressure maintaining system 7, and if the indirect control type slurry balance shield machine is adopted, the air cushion cabin pressure maintaining system 11 continuously supplies air into the air cushion cabin 4 according to an actual set value. The continuous grouting to the soil cabin 2 or the continuous air supply to the air cushion cabin 4 are all to ensure the balance between the pressure in the soil cabin 2 and the water and soil pressure on the tunnel face, so as to prevent the tunnel face from collapsing.
In order to reduce the construction risk and ensure the safety of shield tunneling operation, the tunneling mode needs to be switched in advance before a soil layer with detection feedback and modes needing to be switched is tunneled, so that the time delay of switching between the air-entraining tunneling mode and the conventional tunneling mode of the soil cabin is avoided.
In summary, the invention adopts a dual-mode tunneling and flushing method to continuously flush the cutter head, and specifically comprises the following steps:
the method comprises the following steps: starting the shield machine and the auxiliary equipment, starting and setting the slurry inlet booster pump and the auxiliary facility parameter values thereof, and the slurry discharge booster pump and the auxiliary facility parameter values thereof, and ensuring that each normally open valve is opened, each normally closed valve is closed, each pipeline is unblocked and the like;
step two: monitoring the operation parameters of the shield equipment in real time, such as the operation parameters of each electrical equipment, the circulation system parameters, the feedback values of a pressure sensor, the set values of a pressure maintaining and auxiliary system and the operation parameters of the cutter head 1; wherein, the circulation parameters comprise the slurry inlet/discharge flow, the pipeline pressure monitoring value and the slurry inlet/discharge parameters; the feedback value of the pressure sensor comprises a pressure value in the soil cabin 2, and if the feedback value of the pressure sensor is the pressure value in the air cushion cabin 4, the indirect control type slurry balance shield machine also comprises a control device; the operation parameters of the cutter head 1 comprise the rotation speed of the cutter head, the torque of the cutter head, the tunneling speed and the total thrust;
step three: real-time detection feedback is carried out on a soil layer in a conical radiation range behind an excavation surface by using advanced drilling and auxiliary equipment, the soil layer characteristic of a shield tunneling section is detected in advance, and tunneling preparation is made in advance;
step four: when the self-stability of the soil layer is poor or a fault fracture zone is detected, the direct control type slurry water balance shield machine and the indirect control type slurry water balance shield machine adopt a conventional mode for tunneling, and in the process, the cutter head 2 is flushed by a slurry flow injected into the soil cabin 2; when the self-stability of a soil layer is good or a fault-free broken zone is detected, the direct control type slurry water balance shield machine and the indirect control type slurry water balance shield machine both start an air-entrapping tunneling mode of the soil cabin and realize the flushing of the cutter head;
step five: monitoring the pressure values of the soil cabin pressure sensor 3 and the air cushion cabin pressure sensor 5, observing whether the fluctuation is abnormal, adjusting the abnormal fluctuation condition, and adjusting the shield to a conventional tunneling mode in time;
step six: judging whether to stop the shield tunneling or not according to the tunneling distance or the operation condition of auxiliary equipment or the slurry discharge amount and the like in the set tunneling parameters, and judging whether to stop the shield tunneling or not: and when the actual tunneling distance of the shield equipment is far smaller than the tunneling distance in the set tunneling parameters, the shield stops tunneling so as to be in a pressure maintaining mode.
Through the steps, the mutual switching of the shield in a conventional tunneling mode and an earth cabin air-entrapping tunneling mode can be realized, the working condition of alternate change of stratum characteristics is met, when the earth cabin air-entrapping tunneling mode is started, slurry injected by the slurry inlet pipe can directly wash the cutter head at about 1/3 positions on the upper portion in real time, and the problem that the cutter head is caked with mud cakes during tunneling of viscous stratums can be well solved.
The driving method for the slurry balance shield machine provided by the invention is described in detail above. The principles and embodiments of the present invention are explained herein using specific examples, which are presented only to assist in understanding the method and its core concepts. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Claims (5)
1. A tunneling construction method for a slurry balance shield machine is characterized by comprising the following steps:
the soil layer characteristic of the shield tunneling region is detected, wherein the soil layer characteristic specifically comprises: soil layer viscosity, soil layer self-stability and fault fracture zone;
judging whether the soil layer characteristics are stable or not, if not, closing the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline so as to fill the soil cabin with slurry; if so, opening the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline to enable compressed air at the upper part of the soil cabin to flush the peripheral area of the cutter head through a soil cabin slurry inlet pipe;
the soil layer characteristic instability is specifically as follows: the soil layer is non-cohesive soil, and/or the soil layer has poor self-stability, and/or the soil layer has cracks; the soil layer characteristic stabilization specifically comprises the following steps: the soil layer is cohesive soil, the soil layer has good self-stability, and no crack exists in the soil layer;
and judging whether the soil layer characteristics are stable, if not, closing the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline, and further comprising: opening valves on the air cushion cabin pressure maintaining system and the air inlet pipeline of the air cushion cabin; flushing the peripheral area of the cutter head through the soil cabin slurry inlet pipe and the air cushion cabin slurry inlet pipe;
the soil layer characteristic is judged whether to be stable, if so, after the soil cabin pressure maintaining system and each valve on the soil cabin air inlet pipeline are opened, the method further comprises the following steps: opening valves on the air cushion cabin pressure maintaining system and the air inlet pipeline of the air cushion cabin; and the peripheral area of the cutter head is flushed through the soil cabin slurry inlet pipe and the air cushion cabin slurry inlet pipe.
2. The tunneling construction method for a slurry balance shield machine according to claim 1, wherein after the opening of the air cushion compartment pressure maintaining system and the valves on the air inlet pipeline of the air cushion compartment, the tunneling construction method further comprises:
and monitoring a pressure relief valve on the air inlet pipeline of the soil cabin, and adjusting the pressure relief valve to perform pressure relief operation when the actual pressure value displayed by the pressure relief valve is higher than a preset pressure relief value.
3. The tunneling construction method for a slurry balance shield machine according to claim 2, wherein the opening of the air cushion chamber pressure maintaining system and the valves on the air inlet pipeline of the air cushion chamber further comprises:
monitoring whether the soil cabin pressure sensor fluctuates abnormally: and if the fluctuation of the soil cabin pressure sensor is abnormal, closing the soil cabin pressure maintaining system and valves on the soil cabin air inlet pipeline so as to fill the soil cabin with slurry.
4. A tunneling construction method for a slurry balance shield machine according to claim 3, wherein after monitoring whether the fluctuation of the soil cabin pressure sensor is abnormal, the method further comprises:
judging whether the actual slag output amount of the shield tunneling machine is equal to the theoretical slag output amount: if the actual slag output of the shield machine is smaller than the theoretical slag output, reducing the tunneling speed of the shield machine or stopping the shield machine, and taking out the slag soil in the soil cabin by using a circulation system to prevent a large amount of slag soil from being accumulated in the soil cabin or the air cushion cabin; if the actual slag output of the shield tunneling machine is larger than the theoretical slag output, judging whether overexcavation occurs due to unstable soil layer during tunneling: if the soil layer is stable, continuing adopting a tunneling mode of air filling of the soil cabin; and if the soil layer is unstable, filling the soil cabin with slurry to prevent the tunnel face from collapsing or overbreak.
5. The tunneling construction method for the slurry balance shield machine according to claim 1, wherein the judging whether the soil layer characteristics are stable specifically comprises: using ultrasounds
The preceding drilling equipment is to be the toper within the radial range after the excavation the soil layer is surveyed, perhaps artifical area is pressed and is got into the soil cabin is right the soil layer is judged, perhaps carries out the probing from ground and gets the core and judge.
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| CN112539065B (en) * | 2020-12-02 | 2022-03-29 | 广东电网有限责任公司佛山供电局 | Monitoring system and method for stability of pipe jacking excavation surface |
| CN113685730A (en) * | 2021-07-12 | 2021-11-23 | 中铁建华南建设有限公司 | Air supply structure for pressure maintaining system and earth pressure balance shield machine |
| CN113482054A (en) * | 2021-07-13 | 2021-10-08 | 上海隧道工程有限公司 | Active press-in type vertical shaft construction system and method suitable for soft soil area |
| CN113818899A (en) * | 2021-09-18 | 2021-12-21 | 上海隧道工程有限公司 | Earth pressure balance muddy water conveying type planet single-cutter-disc square push bench and construction method thereof |
| CN113863943A (en) * | 2021-10-12 | 2021-12-31 | 中建八局轨道交通建设有限公司 | Pressure maintaining method for long-time halt of slurry balance shield after matched disassembly and assembly |
| CN113775350A (en) * | 2021-10-20 | 2021-12-10 | 中隧阀门科技有限公司 | Electric control gas balancing device for maintaining pressure of shield excavation surface |
| CN114109412B (en) * | 2021-11-30 | 2024-05-10 | 中铁一局集团有限公司 | Slurry shield circulation system and method based on double crushers and double slurry channels |
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| CN101509381B (en) * | 2008-12-24 | 2011-07-27 | 中铁隧道集团有限公司 | Composite shield structure suitable for complicated stratum construction |
| CN104775826B (en) * | 2015-02-28 | 2017-12-12 | 广东华隧建设股份有限公司 | The construction method that muddy water soil pressure double mode shield continuously switches |
| CN104847367B (en) * | 2015-05-15 | 2018-05-18 | 中铁二局工程有限公司 | Double mode shield machine mode conversion method in long range compound stratum |
| CN108386204A (en) * | 2018-05-04 | 2018-08-10 | 中铁工程装备集团有限公司 | Apparatus for fast switching applied to unlimited-earth pressure balance double mode shield machine |
| CN208203279U (en) * | 2018-05-04 | 2018-12-07 | 中铁工程装备集团有限公司 | A kind of apparatus for fast switching applied to unlimited-earth pressure balance double mode shield machine |
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