CN116575929A - TBM card machine escaping method under bad geological conditions - Google Patents
TBM card machine escaping method under bad geological conditions Download PDFInfo
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- CN116575929A CN116575929A CN202310557607.9A CN202310557607A CN116575929A CN 116575929 A CN116575929 A CN 116575929A CN 202310557607 A CN202310557607 A CN 202310557607A CN 116575929 A CN116575929 A CN 116575929A
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- 238000000034 method Methods 0.000 title claims abstract description 47
- 238000010276 construction Methods 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 18
- 239000002689 soil Substances 0.000 claims abstract description 15
- 238000009412 basement excavation Methods 0.000 claims description 44
- 230000002787 reinforcement Effects 0.000 claims description 35
- 238000005553 drilling Methods 0.000 claims description 29
- 239000004567 concrete Substances 0.000 claims description 25
- 229910000831 Steel Inorganic materials 0.000 claims description 19
- 239000010959 steel Substances 0.000 claims description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 238000003780 insertion Methods 0.000 claims description 10
- 230000037431 insertion Effects 0.000 claims description 10
- 239000011435 rock Substances 0.000 claims description 10
- 239000000126 substance Substances 0.000 claims description 10
- 238000005086 pumping Methods 0.000 claims description 8
- 238000007789 sealing Methods 0.000 claims description 7
- 238000005507 spraying Methods 0.000 claims description 7
- 239000003365 glass fiber Substances 0.000 claims description 6
- 210000000746 body region Anatomy 0.000 claims description 4
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims 1
- 230000000903 blocking effect Effects 0.000 abstract description 12
- 238000013461 design Methods 0.000 abstract description 3
- 230000001351 cycling effect Effects 0.000 abstract 1
- 230000005641 tunneling Effects 0.000 description 25
- 230000008569 process Effects 0.000 description 14
- 239000002002 slurry Substances 0.000 description 11
- 230000000694 effects Effects 0.000 description 9
- 239000011440 grout Substances 0.000 description 5
- 239000002893 slag Substances 0.000 description 5
- 238000012986 modification Methods 0.000 description 4
- 230000004048 modification Effects 0.000 description 4
- 239000002023 wood Substances 0.000 description 4
- 238000005520 cutting process Methods 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 3
- 239000003673 groundwater Substances 0.000 description 3
- 230000002159 abnormal effect Effects 0.000 description 2
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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
- 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
- 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
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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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
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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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)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The application discloses a TBM blocking machine escaping method under poor geological conditions, and aims to solve the technical problem that blocking machines cannot normally tunnel due to the fact that a TBM shield is extruded and locked under the poor geological conditions. The method comprises the steps of expanding and excavating a top shield range by adopting a pilot tunnel method, grouting and reinforcing the front of a tunnel face by adopting an advanced small guide pipe, continuously excavating the arch range forwards for 1.5m, reserving precore soil, excavating the TBM forwards for a cycle, synchronously carrying out mould backfill on the arch expanding and excavating section of the exposed shield to a tunnel design primary support clearance contour line, and sequentially cycling until the tunnel passes through a bad geological section. The method has the advantages of small workload, cost saving, high construction safety and the like.
Description
Technical Field
The application relates to the technical field of shield construction, in particular to a TBM blocking machine escaping method under poor geological conditions.
Background
The open TBM method is a technology of tunneling shield machine, which is to arrange open cutting heads around a cutter head, push out soil and rock from the cutting heads, transport the soil and rock out of a tunnel by using a conveyer belt or a pipeline, and simultaneously support soil layers by grouting and other methods. The open TBM method has the advantages of high construction efficiency, low cost, wide application range and the like, but reasonable measures and treatment methods are needed for the situations of high groundwater level, complex geological conditions and the like.
Under bad geological conditions, the surrounding rock is seriously changed into mud, so that the face and the upper part of the shield body are easy to continuously collapse in the TBM tunneling process, excessive slag is caused, meanwhile, along with the blocking of cutter holes of a cutter head, the shield is extruded and locked, and finally, the TBM is frequently blocked, so that the expected tunneling effect cannot be achieved.
The information disclosed in this background section is only for enhancement of understanding of the background of the disclosure and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art that is well known to a person skilled in the art.
Disclosure of Invention
In view of at least one of the above technical problems, the disclosure provides a method for escaping a TBM blocking machine under poor geological conditions, which aims to solve the technical problem that the blocking machine cannot normally tunnel due to the fact that a TBM shield is extruded and locked under the poor geological conditions.
According to one aspect of the present disclosure, a method for getting rid of a TBM card machine under adverse geological conditions is provided, including the following steps:
(1) Reinforcing a shield body region and a tunnel face, drilling grouting pipes corresponding to the inclined tunnel face at the shield tail of the TBM, drilling glass fiber pipes corresponding to the tunnel face in a TBM cutter head, and performing grouting reinforcement respectively and then drilling holes to verify the reinforcing effect;
(2) A pilot tunnel opening, which is to remove a certain area of TBM primary support to form an opening at a position corresponding to the shield tail of a front arch top shield of the TBM, and vertically and upwards excavate a pilot tunnel opening with a certain depth at the position of the opening;
(3) Supporting and reinforcing a pilot tunnel opening, arranging a supporting portal frame which is fixedly connected with the outer edge of a TBM primary supporting arch frame in the pilot tunnel opening, respectively applying a plurality of foot locking anchor rods outside the inclined tunnel and a plurality of advance small guide pipes facing the tunnel face at the corresponding positions of the top of the opening, and carrying out corresponding grouting reinforcement;
(4) Excavating and supporting a pilot tunnel, arranging a supporting portal frame which is fixedly connected with the TBM shield correspondingly after excavating forward along the TBM shield for a certain length towards the advancing direction of the TBM at the opening of the pilot tunnel, and correspondingly applying a small advance guide pipe at the corresponding position at the top of the pilot tunnel, and circulating until excavating to the corresponding position of a TBM cutter head;
(5) The method comprises the steps of expanding and excavating a support of an annular pilot tunnel, symmetrically expanding and excavating a certain angle in the pilot tunnel along a TBM (tunnel boring machine) shield to two sides, arranging a corresponding support portal for supporting, and then applying a plurality of foot locking anchor rods to an inclined tunnel face, wherein the cycle is performed until the whole expanding and excavating range is the TBM top shield range;
(6) Drilling a plurality of advance small guide pipes with external insertion angles of 10-15 degrees on the inclined tunnel face at the corresponding position within the range of 90 degrees of the center of the top arch part of the annular pilot tunnel, performing advanced grouting reinforcement, and then drilling holes to verify the reinforcement compactness;
(7) Excavating and supporting an arch-shaped advanced pilot pit, symmetrically excavating the advanced pilot pit with a certain depth from the vertical center to two sides at the front position of a corresponding TBM cutter disc in the pilot tunnel, reserving core soil, adopting an arch-shaped frame support matched with the profile of the advanced pilot pit, and correspondingly drilling a footed anchor rod and then spraying concrete for sealing;
(8) Disconnecting the TBM shield in the pilot tunnel from the supporting gate frame, checking the stability of surrounding rock of the face at the pilot pit, and correspondingly drilling a pilot small conduit or spraying concrete to stabilize the face;
(9) Starting the TBM, controlling and adjusting the attitude of the TBM, enabling the TBM to advance along the axis by a distance corresponding to the depth of the advanced pilot pit, and stopping the machine;
(10) Carrying out mould construction backfill on pilot holes/advanced pilot pits of the exposed shield at the tail part of the shield;
(11) Repeating the steps (6) - (10), circulating until the TBM passes through the poor geological section, and applying a lead pipe shed on the lead pilot tunnel face and grouting for reinforcement in the last circulation, wherein the tunnel face is subjected to chemical grouting for reinforcement.
In some embodiments of the disclosure, in the step (1), a drainage hole with a certain deflection angle and elevation angle is drilled on two sides of the arch behind the TBM shield respectively, including advanced drainage.
In some embodiments of the disclosure, in the step (3), the step (4) or the step (5), the supporting gantry comprises each top support, vertical supports arranged at two ends of each top support and used for being fixedly connected with the outer edge of the initial TBM support arch frame or the TBM shield correspondingly, and a plurality of longitudinal supports arranged between adjacent gantry arch frames; and the distance between the shoring supports is consistent with the distance between arches of the TBM primary support.
In some embodiments of the disclosure, the pilot hole is advanced before the pilot hole is excavated in the step (4), and the depth of the single pilot hole is not less than 3m.
In some embodiments of the disclosure, in the step (4), a steel bar row is correspondingly arranged at the top of the pilot tunnel, and a plurality of advance small guide pipes with external insertion angles of 30 ° are drilled at positions corresponding to the top of the pilot tunnel and grouting is correspondingly performed.
In some embodiments of the disclosure, in the step (4), a shuttle slot is disposed below the opening of the pilot tunnel, and the other end of the shuttle slot is correspondingly disposed above the TBM host belt.
In some embodiments of the present disclosure, after the foot locking anchor rod of each cycle in the step (5) is applied, drilling is performed to confirm the reinforcement compactness and then the next cycle is performed, and the expansion digging surface is closed by spraying concrete.
In some embodiments of the disclosure, after the arch frame of the advanced pilot pit in the step (7) is erected, concrete footings for stabilizing the arch frame are cast at the corresponding positions of the footings of the arch advanced pilot pit.
In some embodiments of the disclosure, after the connection between the TBM shield and the support gantry is disconnected in step (8), a channel steel matched with the bottom of the support gantry is disposed between the bottom of the support gantry and the TBM shield, so as to reduce friction between the support gantry and the TBM shield.
In some embodiments of the disclosure, in the step (10), a certain number of pumping pipes and grouting pipes are disposed in the backfill area, the pumping pipes and the grouting pipes are located at a certain distance from the top edge of the backfill area and are abutted against the top edge of the backfill area, and the pumping pipes and the grouting pipes are fixedly connected with the arch centering of the primary support of the TBM.
One or more technical solutions provided in the embodiments of the present application at least have any one of the following technical effects or advantages:
1. according to the method, only the top arch part of the TBM is excavated and supported by the pilot tunnel and the advanced pilot tunnel, on one hand, the top arch is excavated in the range, the workload is small, and the time and the cost are saved; on the other hand, the resistance on the periphery of the cutter head and the pushing can be effectively reduced through the pilot tunnel and the advanced pilot pit, the TMB machine is avoided, and the TBM is ensured to be pushed smoothly in weak and poorly broken geology.
2. Core soil is reserved when the advanced pilot pit is excavated, on one hand, the stability of the tunnel face can be ensured by reserving the core soil in the tunnel face area, and the tunnel face is prevented from surging; on the other hand, the core soil can be used as a construction bench for the construction of the advance pilot pit, and a working surface is provided for facilitating the excavation of the advance pilot pit in the circumferential range.
3. Concrete protecting feet are poured on two sides of the advanced pilot pit, so that a good fixing effect can be provided for the arch support of the advanced pilot pit, the support reliability of the arch support is ensured, and displacement after stress is avoided.
Drawings
Fig. 1 is a side view of shield area reinforcement in accordance with an embodiment of the present application.
Fig. 2 is a front view of shield area reinforcement in accordance with an embodiment of the present application.
FIG. 3 is a side view of face reinforcement in accordance with an embodiment of the present application.
FIG. 4 is a schematic cross-sectional view of a pilot tunnel according to an embodiment of the application.
Fig. 5 is a side view of pilot tunnel excavation in accordance with an embodiment of the present application.
FIG. 6 is a schematic view of the annular pilot hole expansion and excavation according to an embodiment of the present application.
FIG. 7 is a schematic cross-sectional view of a pilot pit in accordance with an embodiment of the present application.
Fig. 8 is a side view of a lead screw in accordance with an embodiment of the present application.
Fig. 9 is a side view of a second circulation lead screw in accordance with an embodiment of the present application.
In the above figures, 1 is a TBM shield, 2 is a grouting pipe, 3 is a glass fiber pipe, 4 is an initial support arch, 51 is a support portal top support, 52 is a support portal vertical support, 53 is a support portal longitudinal support, 6 is a foot locking anchor rod, 7 is core soil, 8 is a lead pilot pit, 81 is a foot protector, 91 is a molding backfill section, 92 is a first cycle, and 93 is a second cycle.
Detailed Description
In order to better understand the technical scheme of the present application, the following detailed description will be given with reference to the accompanying drawings and specific embodiments.
The tunnel exit flat guide TBM of the Gaogong mountain continuously encounters a blocking machine for 5 times in a tunneling mileage of a certain 111m, which reveals that surrounding rock is obviously changed into mud, local section groundwater is developed, and the tunnel exit flat guide TBM is suddenly gushed and slipped for multiple times in the construction process, so that a cutterhead, a shield double-blocking double-standby shield tail support frequently deforms and cracks, and the like, and the driving is abnormal and difficult. According to the on-site geological condition, in combination with the flat-guide TBM machine condition, considering that the surrounding rock in front of the face still has the risk of a cutter head and a shield, adopting the TBM machine-blocking escaping method under the bad geological condition disclosed by the example to carry out TBM escaping at the position of PDZK219+090, comprising the following steps:
(1) And reinforcing the shield body region and the tunnel face, drilling a grouting pipe corresponding to the inclined tunnel face at the shield tail of the TBM, drilling a glass fiber pipe corresponding to the tunnel face in the TBM cutterhead, and performing grouting reinforcement respectively and then drilling a hole to verify the reinforcing effect.
Considering that the expansion and excavation operation is required in the subsequent steps of the method, but because the surrounding environment is weak, broken and changed into mud, collapse and the like are very likely to be caused during the expansion and excavation operation, in order to ensure the safety of the expansion and excavation construction of a shield body region, referring to fig. 1, a grouting pipe 2 is arranged in the direction of a diagonal tunnel face from the tail of a TBM shield to stabilize the surrounding geological environment, in the embodiment, since the excavation range of a subsequent pilot tunnel and a leading pilot pit is only the top shield range, referring to fig. 2, the grouting pipe 2 is arranged only in the top shield range for grouting reinforcement. In addition, in order to ensure further safety, referring to fig. 3, a glass fiber tube 3 is arranged in a cutter head of the TBM to stabilize the tunnel face, so that the safety of the shield body during the expanding excavation is ensured.
After the grouting pipe and the glass fiber pipe are applied, grouting is needed to be performed in the pipe to play a role in reinforcing, in order to avoid the problem that the grouting is easily carried out in the equipment because the grouting is easily carried out in the soft broken zone section grouting of loose breaking and underground water developing, the grouting flows into the equipment everywhere, and the equipment is damaged, so that the grouting reinforcing selection of the shield body and the tunnel face has good rapid solidification capability, and chemical grouting which does not damage the equipment is avoided. In this embodiment, referring to tables 1-2, the chemical grout is polyurethane material and is classified into two types of water plugging type and reinforcing type, the underground water development part is reinforced by grouting with water plugging type chemical grout with good water stopping effect, and the rest part is reinforced with reinforcing type chemical grout.
TABLE 1 chemical serosity main performance index table (Water-blocking type)
。
TABLE 2 chemical grout Main Performance index Table (reinforced type)
。
In the embodiment, a 3ZBQS-12/20 pneumatic grouting pump is adopted for grouting operation, and a packaging barrel is used as a slurry storage feeding and metering barrel; the air inlet pressure of the pump is 0.4-0.63 MPa, and the pump is driven by a 3 m/min air compressor to realize 1:1 volume feeding, mixing and output, and the grouting pressure is 1-3 MPa. After grouting, checking and evaluating grouting effect: firstly, primarily judging grouting effect according to whether the water outlet of the tunnel face is blocked or obviously reduced; then cleaning foaming slurry in the cutter head and returning slurry on the tunnel face, checking the slurry returning area, and utilizing the pneumatic pick to chisel down the concretion to judge the concretion condition; secondly, arranging checking and verifying holes, and supplementing grouting, wherein no grouting is performed to indicate that the grouting effect of the part reaches the expected value; and finally, calculating the grouting quantity of the single Kong Yanmi and the average linear meter grouting quantity of the current grouting according to the accumulated drilling grouting quantity, and judging the current grouting effect.
In other embodiments, as groundwater development leads to richer water content in the stratum, in order to ensure the reinforcing effect of the shield body area and prevent further deterioration of surrounding rock, and create favorable conditions for subsequent construction, the back arch of the shield is provided with a down-the-hole drill on two sides with a hole depth of 35m, and the water draining holes with a deflection angle of 12 degrees and an elevation angle of 15 degrees are used for advanced water draining so as to reduce water flushing risk, further ensure construction safety and guarantee construction period.
(2) And removing a TBM primary support with a certain area at the position corresponding to the tail of the front arch top shield of the TBM to form an opening of the pilot tunnel, and vertically and upwards excavating a pilot tunnel opening with a certain depth at the position of the opening.
Because the blocking machine of the TBM is locked mainly due to extrusion of the shield, the method mainly adopts an expanding and digging method to eliminate extrusion. Specifically, considering that the geological extrusion above the shield body is most serious under the action of gravity, in this embodiment, a pilot tunnel opening is formed at the position of the shield tail of the TBM front arch top shield, and pilot tunnel excavation operation is performed by this, see fig. 1 or fig. 3, primary support operation can be performed in the TBM tunneling process, a plurality of steel arches are arranged to realize the support effect, so that the opening of the pilot tunnel opening needs to be firstly cut off the steel arches of the TBM primary support, then a pneumatic pick is manually used for excavating upwards to a certain depth, in this case, see fig. 4, the pilot tunnel is 1200mm wide, namely the excavation depth is 1300mm, temporary protection is performed by using a wood plate and square timber in the excavation process, if the top is unstable during excavation, the position is blocked, grouting is reinforced, and then excavation is performed.
(3) The method comprises the steps of supporting and reinforcing a pilot tunnel hole, arranging a supporting portal frame which is fixedly connected with the outer edge of a TBM primary supporting arch frame in the pilot tunnel hole, respectively applying a plurality of foot locking anchor rods outside the inclined tunnel, a plurality of advance small guide pipes facing the tunnel face and corresponding grouting reinforcement at the corresponding positions of the top of the hole.
Referring to fig. 4, after the pilot tunnel is excavated, the pilot tunnel is required to be supported in time to prevent collapse risk, in this example, a HW150 steel support portal is adopted as a support system at the opening, and the support portal comprises each top support 51, vertical supports 52 fixedly connected to two ends of each top support, and a plurality of longitudinal supports arranged between adjacent portal arches; referring to fig. 4, the vertical support falls down to the outer edge of the arch frame of the primary support of the TBM, and the vertical support falls down to avoid failure of the support portal frame. Further, considering that the vertical braces need to fall to the arch of the primary TBM brace, in this embodiment, the inter-roof spacing is consistent with the inter-arch spacing of the primary TBM brace such that each vertical brace 52 corresponds to a primary support arch, respectively. In addition, the shoring and the vertical shoring can only realize vertical support, and in order to realize horizontal support, longitudinal shoring is required to be arranged between the shoring, 140mm channel steel is adopted as the longitudinal shoring in the embodiment, and the distance between the longitudinal shoring is 40cm.
In the example, 4 phi 42 foot locking anchor rods with the length of 3m are applied to the top arch part of the pilot tunnel opening, and the outer direction of the pilot tunnel is inclined, so that the stability of the surrounding environment behind the pilot tunnel is realized; and 4 phi 42 leading small guide pipes are applied to one side of the tunnel face, the circumferential spacing is 0.4m, the length is 3m, the external insertion angle is 30 degrees, the stability of the surrounding environment in front of the pilot tunnel is realized, and the reinforcing chemical grout is poured into the foot locking anchor rod and the leading small guide pipes.
(4) And excavating and supporting the pilot tunnel, arranging a supporting portal frame which is correspondingly and fixedly connected with the TBM shield to support after excavating a certain length forwards along the TBM shield towards the advancing direction of the TBM at the opening of the pilot tunnel, correspondingly applying a small advanced guide pipe at the corresponding position of the top of the pilot tunnel, and circulating until excavating to the corresponding position of the TBM cutter head.
And excavating and supporting the pilot tunnel along the TBM shield top arch towards the TBM tunneling direction as an operation channel after excavating the pilot tunnel opening. The pilot tunnel must be first applied with advanced exploratory holes before excavation, and the single exploratory hole depth is at least 3m, so as to obtain accurate actual geological conditions and avoid the risk which can be predicted in advance. In the embodiment, a manhole is adopted for handheld air drill excavation, the muck generated by excavation is dumped into a shuttle groove at the lower part of the opening of the pilot tunnel by a spade, and slides onto a belt of a main machine through the shuttle groove, and the belt is rotated periodically to convey muck to the outside of the tunnel. In addition, the temporary protection is carried out by adopting square lumber and wood boards in the pilot tunnel excavation process.
In this embodiment, a HW150 steel support portal is adopted to support after each time of excavation for 0.75m, the vertical support leg of the support portal falls onto the shield of the TBM and is firmly welded with the shield, reliable support is provided by the shield, in addition, the longitudinal support of the support portal adopts 140mm channel steel with the interval of 40cm, the top arch part of the excavated pilot tunnel is fully paved with a steel bar row, 4 phi 42 leading small guide pipes with the circumferential interval of 0.4m, the length of 3m and the external insertion angle of 30 degrees are adopted, and the longitudinal interval of the small guide pipes is 1.5m. The arch part of the pilot tunnel is sprayed with C25 concrete for sealing, and the thickness is 20cm.
(5) The annular pilot tunnel is expanded and excavated to support, a certain angle is symmetrically expanded and excavated to two sides along a TBM shield in the pilot tunnel, a plurality of foot locking anchor rods are applied to the inclined tunnel face after corresponding support door frame supports are arranged, and the cycle is performed until the whole expansion and excavation range is the TBM top shield range.
After the pilot tunnel is excavated, the two sides of the shield are symmetrically excavated by utilizing the excavated pilot tunnel, and as the aim of the expanded excavation is to release the TBM top shield with serious compression, in the example, the central angle corresponding to the TBM top shield is 140 degrees, the expanded excavation range is 140 degrees of the arch part, and in other embodiments, the expanded excavation range is other numerical values corresponding to the top shield range. In addition, the excavation adopts an artificial pneumatic pick to expand and excavate to form an annular pilot tunnel; similarly, because the expanding and digging range is larger, and unstable geological environment is considered, see fig. 6, after expanding and digging a certain angle, the two sides are respectively provided with the support portal in time for supporting, the vertical support of the support portal is welded and fixed with the shield, slipping and dislocation are avoided, and the cycle is performed until the expanding and digging operation within 140 DEG at the top of the shield is realized. After each cycle is expanded and excavated, 2 phi 42 foot locking anchor rods are respectively applied to the front of the inclined palm face at an external insertion angle of 30 degrees on the two sides of the arch part of each cycle, the length is 3m, the grouting reinforcement is carried out, the drill holes are verified to be in place if the drill holes are compact, the reinforcement is not in place if the drill holes are burst in or stuck, the next cycle excavation is carried out after the reinforcement in place is confirmed, in addition, in the guide hole expansion and excavation process, the surrounding rock stability is further ensured by adopting the mode C25 concrete or the injection C25 concrete for sealing.
(6) And (3) performing advanced support, drilling a plurality of advanced small guide pipes with external insertion angles of 10-15 degrees on the inclined tunnel face at the corresponding position within the range of 90 degrees of the center of the top arch part of the annular pilot tunnel, performing advanced grouting reinforcement, and then drilling to verify the reinforcement compactness.
Besides the upper part of the shield body collapses when the TBM is blocked, the tunnel face also collapses, so that an advanced pilot pit positioned at the arch part is arranged at the front position of the cutter head to remove main blocking of the TBM around the tunnel face and ensure the smooth progress of the TBM. Specifically, in this embodiment, before the arch part advanced pilot pit is excavated, an advanced small conduit is firstly arranged in the inclined tunnel face within the 90-degree range of the arch part in the annular pilot pit after the expanded excavation to perform advanced grouting reinforcement. The advance small guide pipe is arranged by using a YT-28 drilling machine, 1.5m is used as a circulation, referring to Table 3, grouting slurry is single slurry, under the serious condition of slurry leakage in the grouting reinforcement process, double slurry is used for plugging, the grouting reinforcement length per circulation is 3.0m, the advance small guide pipe is phi 42 steel flower pipe, the circumferential pipe spacing is 30cm, the external insertion angle is 10-15 degrees, the small guide pipe is installed by being jacked in by the drilling machine, the jacking length is not less than 90% of the design length, the exposed length of the small guide pipe is 20cm, so that an orifice valve and a pipeline are connected, and the tail part is welded with a steel frame. When the steel pipe is jacked in, the pipe orifice is protected from damage and deformation, and the steel pipe is convenient to connect with a grouting pipeline.
Table 3 slurry proportioning parameters
。
Before grouting, connecting a grouting pipeline, and testing pressure of the pipeline to determine whether the pipeline leaks slurry and has no-load pressure; the grouting sequence is reasonably determined during grouting, and the grouting sequence begins from the vault part. When grouting, closely observing grouting flow, grouting pressure and surrounding primary support conditions, if the pressure rises rapidly and the grouting is difficult to inject or the injection quantity is small, reducing the concentration of the grouting, and checking and dredging whether a grouting pipe is blocked or not. If the grouting pressure is gradually increased to the design final pressure, grouting is continued for more than 10min, the grouting speed is 1/4 of the grouting speed, the grouting quantity at the end of grouting is smaller than 20L/min, and single-hole grouting is ended. After grouting reinforcement is completed, 3 verification holes and advanced exploratory holes are respectively drilled on the two sides of the arch part and the left and right arch legs at an external insertion angle of 15 degrees to the tunnel face, the depth of the exploratory holes is not less than 4m, abnormal conditions such as no protruding in-hole mud squeezing, muddy water discharging and the like of advanced drilling are confirmed, and after grouting reinforcement is compact, the next excavation work can be carried out. And if the grouting reinforcement is not compact through drilling verification, continuing grouting reinforcement.
(7) And excavating and supporting an arch-shaped advanced pilot pit, symmetrically excavating the advanced pilot pit with a certain depth from the vertical center to two sides at the front position of a cutter head of a corresponding TBM in the pilot tunnel, reserving core soil, supporting by adopting an arch frame matched with the profile of the advanced pilot pit, and correspondingly drilling a footed anchor rod and then spraying concrete for sealing.
The excavation of the advanced pilot pit with the arched top is mainly carried out by adopting an artificial pneumatic pick, the excavation is carried out from the vault to the two sides, core soil is reserved, and referring to fig. 7, the aim of stabilizing the tunnel face can be achieved through the core soil at the position right in front of the cutterhead, so as to prevent the tunnel face from surging; on the other hand, the core soil can be used as a construction rack for placing tool equipment when the pilot pit is constructed, and a station is provided for facilitating the excavation of the pilot pit in the circumferential range.
In this embodiment, referring to fig. 8, a single excavation is performed with a longitudinal length of 90cm, a single cycle excavation is performed with a longitudinal length of 1.8m, a circumferential excavation range of 130 °, an excavation height of 1.5m, and a support height of 1.3m. Core soil is reserved in the excavation process, a HW150 arch frame matched with the outline of the advanced pilot pit is adopted for supporting, vertical supports are not arranged, C25 concrete is sprayed after the supporting is finished, and concrete supporting parameters are shown in table 4. The slag is discharged by manually transporting the slag to the cutter head, and the wind, water, electricity and the like used for construction are led from the TBM by rotating the cutter head to discharge the slag. Meanwhile, in the construction process, arches, wood plates and the like cannot be stored in the expanded excavation range of the shield, so that a channel is smooth, and an operator can escape in time when an emergency occurs in the excavation face.
Table 4 arch advanced pilot support parameter table
。
In addition, referring to fig. 7-8, after each 1.5m of arch advanced pilot pit excavation supporting is completed, C25 concrete protecting feet 81 are poured on the arch foot upright mould of the arch frame at one time, the pouring size is 50cm×50cm, the virtual slag of the arch foot is removed before the upright mould, the arch foot is checked to fall to a solid place, the bottom supporting stress of the pilot pit supporting steel frame can be more stable after the protecting foot concrete is poured, and the primary supporting system is prevented from being unstable in the tunneling process.
(8) And (3) disconnecting the TBM shield in the pilot tunnel from the supporting door frame, checking the stability of surrounding rock of the face at the advanced pilot tunnel, and correspondingly drilling an advanced small guide pipe or spraying concrete to stabilize the face.
After the pilot tunnel and the advanced pilot tunnel are finished, the resistance of blocking the TBM shield can be basically removed, and then the TBM can be started to continue tunneling the depth of the advanced pilot tunnel, so that the tunneling operation of the first cycle is performed. Before TBM tunneling, firstly, 5cm of the bottom of a vertical support is cut off in a shield expanding and digging area, namely an annular pilot tunnel, a support portal is separated from the shield, and the support portal fixedly connected with the support portal through the vertical support is prevented from displacing along with the TBM during TBM tunneling, so that the problems of unstable support, collapse and the like are caused. In addition, in order to reduce the friction force between the vertical support and the shield after the partial cutting in the embodiment, a channel steel matched with the end part of the vertical support is put between the vertical support and the shield to serve as a chute, so that the vertical support moves in the channel steel.
In addition, whether surrounding rock of the tunnel face is stable or not needs to be checked, and arch advanced small guide pipes are timely applied to the tunnel face of each circulation arch advanced pilot pit, if the tunnel face is poor in stability, C25 concrete is sprayed for sealing, so that continuous collapse of the tunnel face caused by TBM tunneling disturbance in the tunneling process is prevented. Before tunneling, the advanced pilot tunnel range, slag bodies and sundries in the cutterhead are cleaned, the cutterhead is turned after all personnel are removed after the cleaning, tunneling is carried out, and the cutterhead is stopped immediately when the arch is unstable or largely collapses in the tunneling process, so that reinforcing measures are taken again.
(9) And starting the TBM, controlling and adjusting the attitude of the TBM, and stopping after the TBM moves forward along the axis by a distance corresponding to the depth of the advanced pilot pit.
The TBM attitude is strictly controlled, maintained and adjusted in the tunneling process, so that the TBM is ensured not to be low in head and not to deviate when passing, the axis track is closely focused in the tunneling process, the speed is reduced when the direction is difficult to control, and the guiding value is ensured to meet the regulation.
(10) And (5) carrying out mould backfill on the pilot tunnel/advanced pilot pit of the exposed shield at the tail part of the shield.
To ensure construction safety, referring to fig. 9, after each cycle of advanced pilot tunnel tunneling is completed, the pilot tunnel and pilot tunnel of the exposed shield are backfilled in time, and backfilling of the pilot tunnel of the arch part of the exposed shield is performed according to 1 cycle tunneling, namely, 0.75 m/cycle. The expanding area is embedded with phi 76 pumping pipes and phi 42 grouting pipes according to the longitudinal direction of the ring of 2.0 multiplied by 2.0m, the pumping pipes are embedded to the position 20cm away from the excavation profile surface, and the phi 42 conical grouting pipes are propped against the excavation profile surface and are firmly welded with the primary arch centering. And the supported steel frame is utilized to seal the collapse cavity range and the peripheral binding wood die, the formwork frame is firmly bound, the gap is tightly blocked, and slurry leakage is prevented. And C25 concrete is pumped after the template is installed, the concrete is intensively stirred by an out-hole mixing station, the rail tank truck is transported into the hole, and a pumping pipeline is extended from a TBM self-contained concrete delivery pump to an expanded digging area for concrete pouring. The backfilling is carried out in layers, the pouring thickness of each layer is controlled to be about 1m, and when the concrete flows out from the exhaust pipe, the backfilling is stopped. After the concrete backfilling construction is completed, grouting and reinforcement are carried out through a pre-buried phi 42 grouting pipe in order to prevent the back of the molded concrete from being hollow, and radial drilling and grouting pipe grouting can be supplemented if necessary.
(11) Repeating the steps (6) - (10), circulating until the TBM passes through the poor geological section, and applying a lead pipe shed on the lead pilot tunnel face and grouting for reinforcement in the last circulation, wherein the tunnel face is subjected to chemical grouting for reinforcement.
Referring to fig. 9, after the TBM is tunneled to the advanced pilot pit depth of the first cycle, namely 1.8m, the machine is stopped, the tunnelling of the first cycle is completed, then the next cycle construction is carried out, and the cycle is carried out until the TBM passes through the poor geological section; after the tunneling of each cycle is completed, checking the pilot tunnel in time, and entering the pilot tunnel for the advanced pilot tunnel excavation operation of the next cycle under the conditions of confirming no collapse risk and stable monitoring measurement data. After the method passes through bad geology, TBM resumes tunneling, in order to ensure TBM smoothly enters bedrock before resuming tunneling, the last circulation arch advanced pilot tunnel face is applied as an advanced pipe shed and grouting is reinforced, and simultaneously the face is subjected to grouting reinforcement.
After the tunnel exit flat-guiding TBM of the Gaogong mountain encounters continuous 5 times of blocking machines, the blocking machine escape method disclosed by the disclosure is adopted at the position PDZK219+090 to treat the tunnel exit flat-guiding TBM, excavation supporting is carried out for 1.5m for tunneling one cycle, and normal tunneling construction is restored after the excavation is carried out for 39m in an accumulated mode.
While certain preferred embodiments of the present application have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. It is therefore intended that the following claims be interpreted as including the preferred embodiments and all such alterations and modifications as fall within the scope of the application.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present application without departing from the spirit or scope of the application. Thus, it is intended that the present application also include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
Claims (10)
1. The TBM card machine escaping method under the bad geological condition is characterized by comprising the following steps:
(1) Reinforcing a shield body region and a tunnel face, drilling grouting pipes corresponding to the inclined tunnel face at the shield tail of the TBM, drilling glass fiber pipes corresponding to the tunnel face in a TBM cutter head, and performing grouting reinforcement respectively and then drilling holes to verify the reinforcing effect;
(2) A pilot tunnel opening, which is to remove a certain area of TBM primary support to form an opening at a position corresponding to the shield tail of a front arch top shield of the TBM, and vertically and upwards excavate a pilot tunnel opening with a certain depth at the position of the opening;
(3) Supporting and reinforcing a pilot tunnel opening, arranging a supporting portal frame which is fixedly connected with the outer edge of an arch frame of the TBM primary support in the pilot tunnel opening, respectively applying a plurality of foot locking anchor rods outside the inclined tunnel and a plurality of advance small guide pipes facing the tunnel face at the corresponding positions of the top of the opening, and carrying out corresponding grouting reinforcement;
(4) Excavating and supporting a pilot tunnel, arranging a supporting portal frame which is fixedly connected with the TBM shield correspondingly after excavating forward along the TBM shield for a certain length towards the advancing direction of the TBM at the opening of the pilot tunnel, and correspondingly applying a small advance guide pipe at the corresponding position at the top of the pilot tunnel, and circulating until excavating to the corresponding position of a TBM cutter head;
(5) The method comprises the steps of expanding and excavating a support of an annular pilot tunnel, symmetrically expanding and excavating a certain angle in the pilot tunnel along a TBM (tunnel boring machine) shield to two sides, arranging a corresponding support portal for supporting, and then applying a plurality of foot locking anchor rods to an inclined tunnel face, wherein the cycle is performed until the whole expanding and excavating range is the TBM top shield range;
(6) Drilling a plurality of advance small guide pipes with external insertion angles of 10-15 degrees on the inclined tunnel face at the corresponding position within the range of 90 degrees of the center of the top arch part of the annular pilot tunnel, performing advanced grouting reinforcement, and then drilling holes to verify the reinforcement compactness;
(7) Excavating and supporting an arch-shaped advanced pilot pit, symmetrically excavating the arch-shaped advanced pilot pit with a certain depth from the vertical center to two sides at the front position of a corresponding TBM cutter disc in the pilot tunnel, reserving core soil, adopting an arch-shaped frame support matched with the profile of the advanced pilot pit, and correspondingly drilling a foot locking anchor rod and then spraying concrete for sealing;
(8) Disconnecting the TBM shield in the pilot tunnel from the supporting gate frame, checking the stability of surrounding rock of the face at the pilot pit, and correspondingly drilling a pilot small conduit or spraying concrete to stabilize the face;
(9) Starting the TBM, controlling and adjusting the attitude of the TBM, enabling the TBM to advance along the axis by a distance corresponding to the depth of the advanced pilot pit, and stopping the machine;
(10) Carrying out mould construction backfill on pilot holes/advanced pilot pits of the exposed shield at the tail part of the shield;
(11) Repeating the steps (6) - (10), circulating until the TBM passes through the poor geological section, and applying a lead pipe shed on the lead pilot tunnel face and grouting for reinforcement in the last circulation, wherein the tunnel face is subjected to chemical grouting for reinforcement.
2. The method according to claim 1, wherein in the step (1), water drainage holes with a certain deflection angle and elevation angle are drilled on two sides of the arch behind the TBM shield respectively.
3. The method for getting rid of the trapping of the TBM card machine according to claim 1, wherein in the step (3), the step (4) or the step (5), the supporting door frames comprise supporting frames, vertical supporting frames arranged at two ends of the supporting frames and used for being fixedly connected with the outer edge of a TBM primary supporting arch frame or a TBM shield correspondingly, and a plurality of longitudinal supporting frames arranged between adjacent door frame arches; and the distance between the shoring supports is consistent with the distance between arches of the TBM primary support.
4. The method for getting rid of trapping by a TBM card machine according to claim 1, wherein in the step (4), advanced exploratory holes are performed before pilot tunnel excavation, and the single exploratory hole depth is not less than 3m.
5. The method according to claim 1, wherein in the step (4), a steel bar row is correspondingly arranged at the top of the pilot tunnel, and a plurality of advance small guide pipes with external insertion angles of 30 ° are drilled at positions corresponding to the top of the pilot tunnel and grouting is correspondingly performed.
6. The method according to claim 1, wherein in the step (4), a shuttle slot is disposed below the opening of the pilot tunnel, and the other end of the shuttle slot is correspondingly disposed above the belt of the TBM host.
7. The method according to claim 1, wherein in the step (5), after the foot locking bolts of each cycle are applied, drilling holes to confirm the reinforcing compactness and then performing the next cycle, and sealing the expansion face with sprayed concrete.
8. The method according to claim 1, wherein in the step (7), after the arch frame of the advanced pilot pit is erected, concrete feet for stabilizing the arch frame are poured at the corresponding positions of the feet of the arch advanced pilot pit.
9. The method according to claim 1, wherein in the step (8), after the connection between the TBM shield and the support door frame is disconnected, a channel steel matched with the bottom of the support door frame is disposed between the bottom of the support door frame and the TBM shield, so as to reduce friction between the support door frame and the TBM shield.
10. The method according to claim 1, wherein in the step (10), a number of pumping pipes and grouting pipes are disposed in the backfill area at a certain distance from the top edge of the backfill area, and the pumping pipes and grouting pipes are fixedly connected with the arch frame of the primary support of the TBM.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117514219A (en) * | 2024-01-08 | 2024-02-06 | 中建交通建设集团有限公司 | Method for escaping and rapidly first-aid of shield tunneling machine cutterhead |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117514219A (en) * | 2024-01-08 | 2024-02-06 | 中建交通建设集团有限公司 | Method for escaping and rapidly first-aid of shield tunneling machine cutterhead |
| CN117514219B (en) * | 2024-01-08 | 2024-04-02 | 中建交通建设集团有限公司 | Method for escaping and rapidly first-aid of shield tunneling machine cutterhead |
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