CN110439582B - Method for disposing unfavorable geology at TBM (tunnel boring machine) supporting shoe and method for tunneling through TBM supporting shoe in sudden unfavorable geology - Google Patents
Method for disposing unfavorable geology at TBM (tunnel boring machine) supporting shoe and method for tunneling through TBM supporting shoe in sudden unfavorable geology Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 52
- 230000005641 tunneling Effects 0.000 title claims abstract description 51
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 63
- 239000002893 slag Substances 0.000 claims abstract description 24
- 239000004567 concrete Substances 0.000 claims description 49
- 239000011435 rock Substances 0.000 claims description 18
- 239000004575 stone Substances 0.000 claims description 10
- 239000011378 shotcrete Substances 0.000 claims description 8
- 239000011159 matrix material Substances 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 239000002245 particle Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims 1
- 238000003672 processing method Methods 0.000 claims 1
- 238000011282 treatment Methods 0.000 abstract description 3
- 238000009412 basement excavation Methods 0.000 abstract 1
- 229910000831 Steel Inorganic materials 0.000 description 12
- 239000010959 steel Substances 0.000 description 12
- 238000005507 spraying Methods 0.000 description 11
- 238000010276 construction Methods 0.000 description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000007789 sealing Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000000087 stabilizing effect Effects 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 208000022971 Tuberculous meningitis Diseases 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 208000001223 meningeal tuberculosis Diseases 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009375 geological disposal Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000011221 initial treatment Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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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
- E21D9/087—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 with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
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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
- E21D9/093—Control of the driving shield, e.g. of the hydraulic advancing cylinders
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
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- Civil Engineering (AREA)
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Abstract
A method for processing unfavorable geology of a TBM supporting boot position is used for processing that a cavity exists in the TBM supporting boot position, and a concentrated water burst point and a scattered water seepage point exist outside a tunnel arch part in the cavity, and comprises the following steps: the method comprises a water inrush drainage step, an initial supporting step and a cavity backfilling step, so that a TBM supporting shoe stress base body is formed at the position, corresponding to the TBM supporting shoe, of a cavity. The constructed TBM supporting shoe stressed base body is convenient for the TBM to continue tunneling. A tunneling passing method for sudden unfavorable geology at a TBM supporting shoe comprises the following steps: under the condition that the supporting shoes of the shield tunneling machine are kept in a tight supporting state, the shield tunneling machine is enabled to tunnel at a low speed, stress torque and slag discharge quantity of a cutter head are monitored, the propelling speed of the shield tunneling machine is reduced according to needs, and preliminary treatment on a cavity is completed before the tail of the shield tunneling machine reaches the cavity, so that the shield tunneling machine can pass through the cavity area at the supporting shoes of the TBM; and carrying out later-stage supporting operation on the tunnel behind the shield tunneling machine while the shield tunneling machine tunnels. The tunnel excavation efficiency is high.
Description
Technical Field
The invention relates to the technical field of shield construction, in particular to a method for disposing unfavorable geology at a TBM supporting shoe and a method for tunneling through the unfavorable geology at the TBM supporting shoe.
Background
Due to rock movement, geological conditions are complex and variable. In shield operation, when approaching an unfavorable geological section, the unfavorable geological section needs to be detected in advance so as to reduce the construction risk and the construction difficulty. However, all unfavorable geological conditions cannot be found by advanced detection of the unfavorable geological section, the unfavorable geology can still be found suddenly in the shield tunneling process, and the shield tunneling process is driven, so that the construction efficiency is greatly reduced if the unfavorable geology is not treated properly, and even safety accidents are caused.
When a tunnel TBM is constructed, a cavity is arranged at the supporting shoe of the TBM, and a centralized water burst point and a scattered water seepage point are arranged in the cavity corresponding to the outside of the arch part of the tunnel. Through inquiry, a method for passing through weak surrounding rocks at a soft surrounding rock supporting part of an open type TBM, which is described in 'hydropower station electromechanical technology' volume 2016, 11, 39, introduces a method for passing through TBMs when weak surrounding rock collapse cavities exist at the TBM supporting part, but the application environment of the method does not have the situations of concentrated water inflow points and scattered water seepage points, and the method cannot be applied to solving the problem that the TBMs corresponding to the outside of the arch part of the tunnel in the cavity have the concentrated water inflow points and the scattered water seepage points.
Disclosure of Invention
The invention aims to solve the technical problems that water burst corresponding to the position of a TBM supporting shoe blocks TBM construction and reduces the tunneling efficiency of a tunnel, so that the invention provides a method for disposing unfavorable geology at the position of the TBM supporting shoe so as to have a TBM passing condition; the invention further provides a tunneling passing method when unfavorable geology happens suddenly at the TBM supporting shoe position, so that the tunneling efficiency when the unfavorable geology happens suddenly at the TBM supporting shoe position is improved.
In order to solve the technical problems, the invention adopts the following technical scheme:
a method for disposing unfavorable geology at a TBM supporting boot is designed, which is used for disposing a cavity at the TBM supporting boot, and a concentrated water burst point and a scattered water seepage point exist in the cavity corresponding to the outside of the arch part of a tunnel, and comprises the following steps,
water gushing and draining steps, a water draining pipeline is installed, so that water gushed from the centralized water gushing point is led into the tunnel;
an emergency supporting step, arranging a supporting structure at a position of the tunnel corresponding to the cavity, wherein a filling port communicated with the cavity is arranged on the supporting structure, and the filling port is higher than a TBM supporting shoe position;
and a cavity backfilling step, namely respectively throwing block stones and first concrete into the cavity through the filling port to form a TBM supporting shoe stress base body at the position, corresponding to the TBM supporting shoe, of the cavity, wherein the TBM supporting shoe stress base body comprises block stone layers and first concrete layers which are alternately arranged up and down.
Further, the step of backfilling the cavity further comprises: and after the TBM shoe supporting stress base body is formed, second concrete is injected into the cavity through the first grouting pipe.
Still further, the second concrete is C20 fine gravel concrete.
Further, the supporting structure comprises a first arch and a first steel bar row which are fixedly connected.
Preferably, in the step of backfilling the cavity, the particle size of the rock block is 200 mm-300 mm, the first concrete comprises wet-sprayed concrete mixed with an accelerator, and the first concrete is arranged in the water permeable container.
Further, in the step of backfilling the cavity, a second grouting pipe is buried in the middle of the cavity in the process of putting the rock block and the first concrete into the cavity.
Still further, when the TBM supporting shoe stressed base body is not enough to bear the supporting shoe pressure, water is injected into the TBM supporting shoe stressed base body through the second grouting pipe: the mass ratio of the cement is 1: 0.7 of cement paste.
A tunneling passing method when unfavorable geology happens suddenly at a TBM supporting shoe position is designed, a cavity is formed at the supporting shoe position for TBM shield tunneling, and a bad geological section with concentrated water burst points and scattered water seepage points exists outside the arch part of a tunnel in the cavity, and the method comprises the following steps:
under the supporting state of the supporting shoes of the shield tunneling machine, the shield tunneling machine tunnels at a speed not higher than 20mm/min and monitors the stress torque and the slag discharge quantity of the cutter head, when the stress torque of the cutter head is larger than the load of the shield tunneling machine, the propelling speed of the shield tunneling machine is reduced, so that the stress torque of the cutter head is not larger than the load of the shield tunneling machine, when the slag discharge quantity is higher than the slag discharge speed of the shield tunneling machine, the propelling speed of the shield tunneling machine is reduced, so that the slag discharge quantity is not higher than the slag discharge speed of the shield tunneling machine, and before the tail of the shield tunneling machine reaches the cavity, the cavity is preliminarily processed by adopting the method for bad geological processing of the supporting shoes of the TBM, so that the shield tunneling machine can pass through the cavity area of the supporting shoe of the;
and performing later-stage supporting operation on the tunnel behind the shield tunneling machine while the shield tunneling machine tunnels.
Preferably, the method for reducing the advancing speed of the shield machine comprises the steps of positively reducing the advancing speed of the shield machine, stopping advancing and rotating the cutter head in situ, and stopping advancing and retreating the cutter head.
Furthermore, the later stage supporting operation comprises the step of installing a second arch frame and a second steel bar row at the rear of the shield tunneling machine, and an interval is arranged between the second arch frame and the tail of the shield tunneling machine, so that the second arch frame does not influence the backward cutter head of the shield tunneling machine.
The method for disposing the unfavorable geology at the boot supporting position of the TBM has the beneficial effects that:
(1) the water inrush drainage step is used for reducing the influence of water inrush on the process of constructing the TBM supporting shoe stress base body so as to accelerate the construction of the TBM supporting shoe stress base body; the emergency supporting step is used for limiting the appearance of the TBM supporting shoe stress matrix, the speed of the TBM supporting shoe stress matrix can be increased, meanwhile, the emergency supporting step is also used for stabilizing unfavorable geology and reducing the influence of collapse and block falling at the unfavorable geology on shield operation; the constructed TBM supporting shoe stressed base body is convenient for the TBM to continue tunneling.
(2) And injecting second concrete above the TBM supporting shoe stressed base body of the cavity for stabilizing unfavorable geology and reducing the occurrence probability of collapse and block falling at the unfavorable geology.
(3) The water permeable container is convenient for quickly filling the first concrete and has the effect of preventing the first concrete from being washed and lost by gushing water.
The tunneling passing method for unexpected unfavorable geology at the TBM supporting shoe position has the beneficial effects that:
(1) the supporting shoes of the shield machine are slowly tunneled in a tight supporting state, so that the phenomenon that a construction tool enters the limit of the shield machine to damage the shield machine when the cavity is preliminarily treated by adopting the method for treating the unfavorable geology at the supporting shoes of the TBM can be avoided; the slow tunneling of the shield machine can reduce the influence of the shield machine work on unfavorable geology, reduce the occurrence probability of collapse and block falling at the unfavorable geology, and the tail of the shield machine reaches the cavity and is completed before the cavity is processed primarily to reduce the influence of collapse and block falling at the unfavorable geology on later-stage supporting operation before the later-stage supporting operation is completed.
Drawings
FIG. 1 is a cross-sectional view of a poor geological section.
Fig. 2 is a sectional view taken along line a-a of fig. 1.
FIG. 3 is a schematic diagram of a TBM shoe supporting position unfavorable geological treatment method after the water inrush drainage step is completed.
FIG. 4 is a schematic diagram of a TBM shoe supporting stressed matrix after the TBM shoe supporting stressed matrix is formed in the method for treating unfavorable geology at the TBM shoe supporting position.
FIG. 5 is a concrete backfill schematic diagram of a cavity above a stressed base body of a TBM supporting shoe in the method for treating unfavorable geology at the TBM supporting shoe position.
FIG. 6 is a schematic view of arch longitudinal connection reinforcement of the method for poor geological disposal at the TBM shoe supporting position.
In the figure, 1-shield tunnel, 11-shield cutterhead, 12-shield, 2-collapse cavity, 3-centralized water burst point, 4-drainage pipeline, 51-second grouting pipe, 52-block stone, 61-first grouting pipe, 62-second concrete, 71-I-steel and 72-arch frame.
Detailed Description
The following examples are intended to illustrate the present invention in detail and should not be construed as limiting the scope of the present invention in any way.
Referring to fig. 1-2, during the shield process, the occurrence of poor geology is suddenly discovered at the TBM shoe. The unfavorable geology is a cavity, and a concentrated water burst point and a scattered water seepage point exist in the cavity corresponding to the outer part of the arch part of the tunnel.
Example 1: a method for disposing unfavorable geology at a TBM supporting boot position is used for disposing a cavity at the TBM supporting boot position, and a concentrated water burst point and a scattered water seepage point exist in the cavity corresponding to the outside of a tunnel arch part, and comprises the following steps:
and (4) water gushing and draining, namely installing a drainage pipeline to introduce the water gushed from the centralized water gushing point into the tunnel. Referring to fig. 3, a funnel part is arranged at the inlet of the drainage pipeline to collect the water flow gushed from the centralized water gushing point, and the outlet of the drainage pipeline is arranged in the tunnel to reduce the difficulty of backfilling the cavity. The drainage pipeline can be a DW150 water pipe, the top of the drainage pipeline is made into a funnel shape, the funnel collects gushed water and then is guided and drained to the arch waist part or below the arch waist part through the water pipe, the water pipe is 2m long in single section, flanges are welded at two ends of the water pipe and are jacked into the upper part section by section, the flanges are connected through bolts, and the lower part of the water pipe is welded and fixed with an arch center of a supporting.
An emergency supporting step, arranging a supporting structure at a position of the tunnel corresponding to the cavity, wherein a filling port communicated with the cavity is arranged on the supporting structure, and the filling port is higher than a TBM supporting shoe position; the supporting structure generally comprises a first arch frame and a first reinforcing steel bar row which are fixed by welding, and a filling opening can be formed in the first reinforcing steel bar row after the first reinforcing steel bar row is installed. The supporting structure is used for limiting the appearance of the TBM supporting shoe stress base body, the speed of the TBM supporting shoe stress base body can be increased, meanwhile, the emergency supporting step is also used for stabilizing unfavorable geology, and the influence of collapse and block falling on shield operation at the unfavorable geology is reduced.
And a cavity backfilling step, referring to fig. 4, respectively putting a rock block and first concrete into the cavity through the filling opening to form a TBM supporting shoe stressed base body at a position of the cavity corresponding to the TBM supporting shoe, wherein the TBM supporting shoe stressed base body comprises a rock block layer and a first concrete layer which are alternately arranged up and down. Preferably, the particle size of the rock block is 200-300 mm, the first concrete comprises wet sprayed concrete mixed with an accelerator (the wet sprayed concrete belongs to a conventional proportion, water is not added into the concrete during mixing, the accelerator is added during spraying, water is added at a spraying port for spraying, and the solidification time is 5-10 minutes), the first concrete is arranged in a permeable container, the permeable container can be a woven bag, and generally, the first concrete with a half bag filled in one woven bag can be sealed. The water permeable container is convenient for quickly filling the first concrete and has the effect of preventing the first concrete from being washed and lost by gushing water. Because scattered water seepage points are further distributed in the cavity, after water bodies seeped from the scattered water seepage points seep into the first concrete, the first concrete is solidified to form a first concrete layer, because the concrete is solidified for a long time, redundant water can still continuously seep into the first concrete layer below the first concrete layer downwards through the stone layer, and after the first concrete is solidified, the TBM shoe supporting force base body is formed. The TBM supporting shoe stress matrix constructed in this way facilitates the continuous tunneling of the TBM.
Because gaps exist among the stones and the first concrete is arranged in the water permeable container, the gaps among the stones cannot be filled by the first concrete, and therefore in the process of putting the stones and the first concrete into the cavity, a second grouting pipe is buried in the middle of the cavity, and the second grouting pipe is a phi 42 pipe. When the TBM supports the stressed base body of the boot and is not enough to bear the pressure of the boot, injecting water into the TBM supports the stressed base body of the boot through the second grouting pipe: the cement mass is 1: 0.7 of cement paste.
Preferably, the space in the cavity is backfilled. The cavity backfilling step further comprises: referring to fig. 5, a first grouting pipe is arranged above a stress base body of a TBM supporting shoe, and a grouting sealing body is arranged on the supporting structure. The grout seal may be formed by: firstly, emergent sealing is carried out on the empty surfaces such as the cavity and the like by adopting wet spraying concrete, unfavorable geology is stabilized, and the possibility of continuous collapse and block falling of the unfavorable geology is reduced; and then, sealing the cavity by adopting an iron sheet or a thin steel sheet with the thickness of 1mm welded on the supporting structure to form a closed space, and installing and backfilling a first grouting pipe. And after the stressed base body of the TBM supporting shoe is formed and the TBM supporting shoe enters the surrounding rock, injecting second concrete into the cavity through the first grouting pipe, wherein the second concrete is C20 fine-stone concrete. If the cavity is higher, the second concrete needs to be poured in layers, the height of each pouring is 1m, and the next layer is poured after 2 hours of each pouring. 2 hours is the initial setting time for the consolidation of the second concrete.
Example 2: a tunneling passing method when unfavorable geology happens suddenly at a TBM supporting shoe position is used for a TBM shield tunneling, a cavity exists at the supporting shoe position, and a bad geological section with concentrated water burst points and scattered water seepage points exists outside the arch part of a tunnel in the cavity, and the method comprises the following steps:
under the condition that a supporting shoe of a shield machine (an open hard rock tunneling machine with the diameter of 9030mm is selected) maintains a supporting state, the shield machine is enabled to tunnel at the speed of not higher than 20mm/min and the stress torque and the slag discharge quantity of a cutter head are monitored. In the field, in this example, the rotation speed of the cutter head of the shield machine is controlled within 2rpm/min, and the propelling speed cannot be greater than 20 mm/min. The cutter head stress torque can be obtained by observing the current of the main motor, and when the current of the main motor of the shield machine is less than 350A, the maximum torque of the cutter head cannot exceed 3000 kNm. The slag discharge amount can be observed by a slag conveyer of the shield tunneling machine, the slag conveyer is driven by a hydraulic motor, and the average pressure value of a hydraulic system of the slag conveyer cannot be more than 120 bar. If the hydraulic system of the slag conveyer is higher than 120bar, the original rotary cutter head must be stopped to be pushed or the cutter head must be retreated, and the slag discharging pressure of the slag conveyer is reduced.
When the stress torque of the cutter head is larger than the load of the shield machine, the propelling speed of the shield machine is reduced so that the stress torque of the cutter head is not larger than the load of the shield machine, when the slag discharge amount is higher than the slag discharge speed of the shield machine, the propelling speed of the shield machine is reduced so that the slag discharge amount is not higher than the slag discharge speed of the shield machine, and the method for reducing the propelling speed of the shield machine comprises the steps of forwardly reducing the propelling speed of the shield machine, stopping propelling, rotating the cutter head in situ, stopping propelling and retreating the cutter head. When the device is used, whether the cutter head stops rotating is determined according to the surrounding rock condition of the tunnel face. During the primary support, if the tunnel face collapses and falls into blocks, the cutter head is not allowed to stop when the risk of jamming is high, and the cutter head rotates in situ. If the tunnel face has no collapse risk and only has the block falling phenomenon, the cutter head is rotated in situ for 1 time every half an hour until the slag amount on the belt is less.
Before the tail of the shield machine reaches the cavity, the cavity is subjected to primary treatment by adopting the bad geological treatment method at the TBM shoe supporting position in the embodiment 1, so that the shield machine can pass through the cavity area at the TBM shoe supporting position;
and carrying out primary support operation on the tunnel behind the shield tunneling machine while the shield tunneling machine tunnels. Generally, the preliminary bracing operation includes installing a second arch and a second reinforcing bar row behind the shield tunneling machine. In the embodiment, the interval between the second arch and the tail of the shield machine is set to be 400mm, so that when a cutter head needs to retreat or needs to be changed in an emergency, the second arch does not affect the cutter head retreating of the shield machine.
The initial support needs to be carried out with the tunneling, the support process needs to be fast, the arch centering is rapidly looped, and the concrete spraying is closed and synchronously followed. The primary support mainly comprises a steel bar row, an arch frame, an anchor rod and sprayed concrete, the primary support is completed before backfilling and grouting, and the construction arrangement of each process is as follows:
1. and (4) arranging the steel bars. Because the single-cycle footage is short, the reinforcing steel bar row with high strength is difficult to install and takes too long time, the section is mainly adoptedφ14. L =3m reinforcing bar row, full dress in all slots, adjacent two hole length of reinforcing bar row stagger more than 1m, prevent flush disconnection upper portion unstability, the reinforcing bar row need be in the bow member welding firmly.
2. An anchor rod. The anchor rod needs to determine the construction position according to the surrounding rock condition on site, and no anchor rod is arranged at the broken pedal cavity, so that the rock mass is prevented from being disturbed. The anchor rod is mainly applied to the complete part of the surrounding rock to serve as an arch center locking foot, the length is 3m, the circumferential distance is 1m, the longitudinal distance is determined according to the arch center, and the anchor rod needs to be welded firmly on the arch center.
3. A steel arch frame. The segments are alternately installed by HW150/HW100 type steel arches, the distance between the arches is 0.45m, besides normal welding of longitudinal connecting ribs, reinforcing steel bar rows and anchor rods, a cross brace is added between adjacent arches and is I14I-steel, the cross brace is horizontally installed at a web plate of the adjacent arch, is firmly welded with a wing plate and a web plate, the circumferential distance is 1.2m, an inverted arch block is arranged above, and two longitudinally adjacent trusses are installed in a staggered mode. Because the installation requirement of the inverted arch block of the main tunnel is higher, the inverted arch block of the HW100 steel frame needs to be cut off when the inverted arch block of the arch frame encryption section is installed, a foot locking anchor rod needs to be arranged according to the requirement before cutting off, and the arch frame below the foot locking anchor rod can be cut off under the condition that the anchoring is determined to be firm.
4. And (5) spraying concrete. The sprayed concrete of the section needs to be sprayed at the shield tail in advance, the sprayed concrete is labeled C25, 2-4 arch frames are sprayed once according to the surrounding rock conditions of the vault, no spraying is reserved between the shield tail and the first arch frame, the spraying thickness of the rest parts is 15cm (the spraying thickness is equal to the arch frame surface), the spraying thickness of the parts above the inverted arch blocks is smooth, and the uniform stress of the supporting shoes is ensured. If the arch part is broken and has no collapse body, the face of the collapsed cavity can be directly seen, the spray head is extended into the collapsed cavity through the reinforcing bar row gap after the support shoe is exposed, the face of the collapsed cavity which can be sprayed is sealed, and the sprayed concrete thickness is 5-10 cm. After the sealing of the free face is finished, the supporting and protecting ring formed by the steel arch frame and the steel bar rows is sealed, if the gap is large and cannot be sprayed, the concrete is sprayed after the iron sheet is sealed after 1mm is installed in advance. Grouting pipes are required to be installed before concrete spraying is closed.
The supporting shoes of the shield machine are slowly tunneled in a tight supporting state, so that the phenomenon that a construction tool enters the limit of the shield machine to damage the shield machine when the cavity is preliminarily treated by adopting the method for treating the unfavorable geology at the supporting shoes of the TBM can be avoided; the slow tunneling of the shield machine can reduce the influence of the shield machine work on unfavorable geology, reduce the occurrence probability of collapse and block falling at the unfavorable geology, and the tail of the shield machine reaches the cavity and is completed before the cavity is processed primarily to reduce the influence of collapse and block falling at the unfavorable geology on later-stage supporting operation before the later-stage supporting operation is completed.
While the present invention has been described in detail with reference to the drawings and the embodiments, those skilled in the art will understand that various specific parameters in the above embodiments can be changed without departing from the spirit of the present invention, and a plurality of specific embodiments are formed, which are common variation ranges of the present invention, and will not be described in detail herein.
Claims (8)
1. A method for disposing unfavorable geology at a TBM supporting boot position is used for disposing a cavity at the TBM supporting boot position, and a concentrated water burst point and a scattered water seepage point exist in the cavity corresponding to the outside of the arch part of a tunnel, and is characterized by comprising the following steps,
water gushing and draining steps, a water draining pipeline is installed, so that water gushed from the centralized water gushing point is led into the tunnel;
an emergency supporting step, arranging a supporting structure at a position of the tunnel corresponding to the cavity, wherein a filling port communicated with the cavity is arranged on the supporting structure, and the filling port is higher than a TBM supporting shoe position;
a cavity backfilling step, namely respectively throwing block stones and first concrete into the cavity through the filling port to form a TBM supporting shoe stressed base body at a position, corresponding to the TBM supporting shoe, of the cavity, wherein the TBM supporting shoe stressed base body comprises block stone layers and first concrete layers which are alternately arranged up and down; in the step of backfilling the cavity, the particle size of the rock block is 200-300 mm, the first concrete comprises wet-sprayed concrete mixed with an accelerating agent, and the first concrete is arranged in the water permeable container;
in the step of backfilling the cavity, a second grouting pipe is buried in the middle of the cavity in the process of putting the rock block and the first concrete into the cavity.
2. The method of undesirable geological handling at a TBM shoe as recited in claim 1 wherein the cavity backfilling step further comprises: and after the TBM shoe supporting stress base body is formed, second concrete is injected into the cavity through the first grouting pipe.
3. The method of claim 2, wherein the second concrete is C20 fine aggregate concrete.
4. The method of undesirable geological handling at a TBM shoe as recited in claim 1, wherein the supporting structure includes a first arch and a first row of rebars that are fixedly connected.
5. The method for disposing unfavorable geological conditions at a TBM shoe support according to claim 1, wherein when the TBM shoe support force matrix is not sufficient to withstand shoe pressure, water is injected into the TBM shoe support force matrix through the second grouting pipe: the mass ratio of the cement is 1: 0.7 of cement paste.
6. A tunneling passing method when unfavorable geology happens suddenly at a TBM supporting shoe position is provided, the supporting shoe position for TBM shield tunneling has a cavity, and a bad geological section with concentrated water burst points and scattered water seepage points exists outside the arch part of a tunnel in the cavity, and the method is characterized by comprising the following steps:
under the condition that a supporting shoe of a shield machine is kept in a tight supporting state, the shield machine is enabled to tunnel at the speed of not higher than 20mm/min and monitor the stress torque and the slag output of a cutter head, when the stress torque of the cutter head is larger than the load of the shield machine, the propelling speed of the shield machine is reduced so that the stress torque of the cutter head is not larger than the load of the shield machine, when the slag output is higher than the slag output speed of the shield machine, the propelling speed of the shield machine is reduced so that the slag output is not higher than the slag output speed of the shield machine, and before the tail of the shield machine reaches the cavity, the cavity is primarily processed by adopting the bad geology processing method at the supporting shoe of the TBM according to any one of claims 1-5 so that the shield machine can pass through the bad geology section;
and performing later-stage supporting operation on the tunnel behind the shield tunneling machine while the shield tunneling machine tunnels.
7. The method of claim 6, wherein the method of reducing the shield machine thrust speed comprises reducing the shield machine thrust speed in a forward direction, stopping the thrust and rotating the cutterhead in situ, and stopping the thrust and backing the cutterhead.
8. The method of claim 6, wherein the post-shoring operation includes installing a second arch and a second row of rebars behind the shield machine, the second arch being spaced from the rear of the shield machine so that the second arch does not interfere with the rearward cutterhead of the shield machine.
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| CN110905538A (en) * | 2019-12-30 | 2020-03-24 | 中铁隧道局集团有限公司 | Construction method for TBM (Tunnel boring machine) of unfavorable geological section |
| CN111255472B (en) * | 2020-02-25 | 2021-02-23 | 山东大学 | TBM automatic escaping and supporting boot system and method for karst cave unfavorable geology |
| CN112627855B (en) * | 2020-12-04 | 2022-05-20 | 中铁十八局集团有限公司 | Simple construction method for treating collapse of primary support side top of large-section tunnel |
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