CN112343626B - Shield tunnel construction and reinforcement method for penetrating existing tunnel under upper soft and lower hard stratum - Google Patents
Shield tunnel construction and reinforcement method for penetrating existing tunnel under upper soft and lower hard stratum Download PDFInfo
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- CN112343626B CN112343626B CN202011118892.7A CN202011118892A CN112343626B CN 112343626 B CN112343626 B CN 112343626B CN 202011118892 A CN202011118892 A CN 202011118892A CN 112343626 B CN112343626 B CN 112343626B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices, or the like
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
- E21B7/046—Directional drilling horizontal drilling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
- E21B7/06—Deflecting the direction of boreholes
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—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
Abstract
The invention discloses a shield tunnel construction and reinforcement method for underpassing an existing tunnel, wherein before the existing tunnel is underpassed in the first new tunnel shield construction, a plurality of first directional drilling holes which are distributed side by side are drilled on the ground surface corresponding to the outer side of the existing tunnel in a directional manner and inserted with first grouting pipes, so that the ground surface is subjected to pressure grouting towards a first to-be-reinforced stratum positioned between a to-be-underpassed area of the first new tunnel and the existing tunnel through the first grouting pipes, grout flows out through grout outlets on the peripheral wall of the first grouting pipes and permeates into a weak soil body of the first to-be-reinforced stratum, and the weak soil body can be cemented into a whole after solidification, so that a first reinforced area with a certain range is formed between the first new tunnel and the existing tunnel, and meanwhile, a plurality of first grouting pipes embedded in the stratum also play a pipe shed supporting role to jointly form a supporting system, so that a local support is formed between the first new tunnel and the existing tunnel, and the self-stability strength and the disturbance resistance capability of the first reinforced area are improved.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a shield tunnel construction method and a local reinforcing method for penetrating an existing tunnel downwards in a close range in a soft upper and hard lower stratum.
Background
In south China, especially in the bead triangle region, a large number of strata which are soft at the upper part and hard at the lower part exist, and local mutation can occur in the uneven stratum distribution in some parts. For shield tunnel construction, a shield machine needs to adjust a tunneling mode and parameters in time in the tunneling process of the upper soft and lower hard strata, so that the construction efficiency and safety are ensured.
With the development of urban rail transit, in the construction process of a newly-built tunnel (such as a newly-built subway tunnel), the situation that an existing tunnel (such as an existing subway tunnel) is penetrated in a short distance is increased. When local sudden changes of a close-distance lower penetration stratum and an upper soft lower hard stratum occur at the same time, the control of the shield tunneling machine and the safety of the existing tunnel are extremely unfavorable, for example, accidents such as excessive settlement and collapse of the existing tunnel and the ground are easily caused, and the safety of surrounding buildings and pipelines is influenced. Therefore, proper control measures are required to be adopted to ensure the shield construction of the newly-built tunnel and the safety of the existing tunnel. However, in the construction of the existing tunnel, the existing tunnel is uninterruptedly operated, which brings difficulty to the application of the existing tunnel space to reinforce the stratum; however, in the conventional ground vertical grouting reinforcement, it is difficult to directly reinforce the soil between the newly-built tunnel and the existing tunnel and form an effective reinforcement area. In addition, the air tightness of a weak stratum is poor, the shield machine is difficult to adopt an air pressure auxiliary tunneling mode, parameters such as cutter head torque and the like are not favorably reduced, mud cakes are easy to form, and the construction efficiency and the construction safety are influenced.
Disclosure of Invention
The invention mainly aims to provide a shield tunnel construction and reinforcement method for penetrating an existing tunnel from a soft upper stratum to a hard lower stratum, aiming at directly reinforcing the stratum between a newly-built tunnel and the existing tunnel and forming an effective reinforcement area under the condition of not influencing the operation of the existing tunnel, thereby ensuring the construction safety and improving the construction efficiency.
In order to achieve the purpose, the invention provides a method for locally reinforcing a shield tunnel with a soft upper layer and a hard lower layer penetrating through an existing tunnel, which comprises the following steps:
s1, drilling a plurality of first directional drill holes which are distributed side by side at a position, corresponding to the outer side of an existing tunnel, on the ground surface through a directional drilling technology, wherein the plurality of first directional drill holes extend into a first to-be-reinforced stratum between a to-be-underpass area of the first newly-built tunnel and the existing tunnel;
s2, inserting a first grouting pipe into the first directional drilling hole, wherein a first grout outlet is formed in the peripheral wall of the part, located in the first stratum to be reinforced, of the first grouting pipe;
and S3, injecting grout into the first grouting pipe, enabling the grout to penetrate into a weak soil body of the first stratum to be reinforced through the first grout outlet, and forming a first reinforcing area in the first stratum to be reinforced after the grout is solidified.
In order to achieve the above purpose, the invention also provides a shield tunnel construction method for penetrating the existing tunnel from the upper soft stratum to the lower hard stratum, which comprises the following steps:
s01, according to the design path of the first newly-built tunnel, performing tunneling and segment splicing of the first newly-built tunnel by a conventional shield construction method;
s02, before the existing tunnel is penetrated through shield construction of the first new tunnel, a plurality of first directional drill holes which are distributed side by side are drilled at the position, corresponding to the outer side of the existing tunnel, on the ground surface through a directional drilling technology, and the first directional drill holes extend into a first to-be-reinforced stratum between a to-be-penetrated area of the first new tunnel and the existing tunnel;
s03, inserting a first grouting pipe into the first directional drilling hole, wherein a first grout outlet is formed in the peripheral wall of the part, located in the first stratum to be reinforced, of the first grouting pipe;
s04, injecting grout into the first grouting pipe, enabling the grout to penetrate into a weak soil body of the first stratum to be reinforced through the first grout outlet, and forming a first reinforcing area in the first stratum to be reinforced after the grout is solidified;
and S05, driving the shield tunneling machine to continue tunneling, splicing the segments, and downwards penetrating the existing tunnel.
According to the technical scheme, before the existing tunnel is penetrated through in the shield construction of the first newly-built tunnel, a plurality of first directional drilling holes which are distributed side by side are drilled on the ground surface corresponding to the outer side of the existing tunnel through a directional drilling technology and inserted with first grouting pipes, so that pressure grouting is carried out on the ground surface to the first to-be-reinforced stratum between the to-be-penetrated area of the first newly-built tunnel and the existing tunnel through the first grouting pipes, grout flows out through grout outlets on the peripheral wall of the first grouting pipes and permeates into a weak soil body of the first to-be-reinforced stratum, the weak soil body can be glued into a whole after the grout is solidified, the first reinforced area in a certain range is formed between the first newly-built tunnel and the existing tunnel, meanwhile, the plurality of first grouting pipes buried in the stratum play a pipe shed supporting role, a supporting system is formed together, a local supporting barrier is formed between the first newly-built tunnel and the existing tunnel, the self-stability strength and disturbance resistance of the first newly-built tunnel are improved, the situation that the existing tunnel is penetrated in the shield construction process, the existing tunnel, the shield construction, the surrounding pipelines are prevented from exceeding the ground, and the safety collapse and the occurrence of the existing tunnel is further guaranteed. In addition, the air tightness of the reinforced weak stratum is also improved, the shield machine can be driven in an air pressure auxiliary mode, the downward penetration speed of the shield machine is improved, the torque of a cutter head can be reduced, mud cakes are prevented from being formed, and the like, so that the shield construction efficiency and the construction safety are improved.
Drawings
FIG. 1 and FIG. 2 are schematic diagrams illustrating the consolidation of a first stratum to be consolidated according to the present invention;
FIGS. 3 and 4 are schematic diagrams illustrating the consolidation of a second stratum to be consolidated according to the present invention;
FIG. 5 is a schematic illustration of the present invention filling the annulus between a first grout tube and the wall of a first directional borehole;
fig. 6 is a schematic diagram illustrating the principle of the present invention of performing retreat type sectional grouting on a first stratum to be consolidated.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings, and it is to be understood that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without inventive step based on the embodiments of the present invention, are within the scope of protection of the present invention.
It should be noted that if directional indications (such as upper, lower, left, right, front, rear, top, bottom, inner, outer, vertical, transverse, longitudinal, counterclockwise, clockwise, circumferential, radial, axial \8230;) are involved in the embodiments of the present invention, the directional indications are only used to explain the relative positional relationship, movement, etc. of the components at a specific attitude (as shown in the drawing), and if the specific attitude changes, the directional indications will correspondingly change.
In addition, if there is a description relating to "first" or "second", etc. in the embodiments of the present invention, the description of "first" or "second", etc. is for descriptive purposes only and is not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present invention.
The invention provides a method for locally reinforcing a shield tunnel with an upper soft and a lower hard stratum passing through an existing tunnel.
In the embodiment of the present invention, as shown in fig. 1 to 6, the method for locally reinforcing a shield tunnel with an upper soft and a lower hard stratum passing through an existing tunnel includes the steps of:
s1, drilling a plurality of first directional drill holes 400 which are distributed side by side at the position of the ground surface 200 corresponding to the outer side of the existing tunnel 100 through a directional drilling technology, wherein the plurality of first directional drill holes 400 extend into a first to-be-reinforced stratum between a to-be-underpass area of the first newly-built tunnel 1 and the existing tunnel 100.
Specifically, as shown in fig. 1 and 2, the first directional bore 400 includes a deflecting section extending obliquely downward from the surface 200 so as to have a horizontal section extending horizontally from a lower end of the deflecting section, the horizontal section being located in the first formation to be consolidated. The number of the first directional boreholes 400 and the distance between the adjacent first directional boreholes 400 are set according to the area of the first stratum to be consolidated, the soil softness of the first stratum to be consolidated, the hole diameter of the boreholes, and other factors, and will not be described in detail here. In order to ensure the quality of formed holes and prevent adjacent hole grouting from being influenced during directional drilling, drilling of the first directional drilling can be carried out at intervals, for example, odd-numbered holes are drilled firstly, and even-numbered holes are drilled later.
It is understood that the directional drilling technology is the prior art, and detailed description of the specific structure and the working principle of the directional drilling machine is not repeated here. For example, the first directional borehole 400 may be drilled by using an existing TDX-150 drilling machine, and may be measured in time by using an existing SMWD-76S mud pulse type wireless inclinometer during the drilling process, that is, data measured by the underground pipe may be transmitted to the ground by the wireless inclinometer without stopping drilling, and the data is collected and processed by a computer system to obtain real-time borehole positioning parameters. Therefore, the directional design scheme can be timely adjusted by monitoring the directional parameters in real time during the drilling operation, and meanwhile, the track of the first directional drilling hole 400 can be rechecked, so that the drilling construction efficiency is greatly improved, and the track of the first directional drilling hole 400 can be effectively ensured to be matched with the designed drilling track.
And S2, inserting a first grouting pipe 3 into the first directional drilling hole 400, wherein the peripheral wall of the part 32 of the first grouting pipe 3, which is positioned in the first stratum to be consolidated, is provided with a first grout outlet 30 (see figure 5).
In the embodiment of the present invention, the first grouting pipe 3 may be inserted into the first directional drilling hole 400 through a drilling machine (such as the above-mentioned TDX-150 drilling machine), and as to how to perform the insertion construction, it is well known to those skilled in the art and will not be described herein again. The first slip pipe 3 is typically formed by abutting a plurality of sections of pipe, preferably steel pipe. Of course, other materials with better rigidity and strength can be used, such as aluminum alloy or polymer materials. The peripheral wall of the part 31 of the first grouting pipe 3 located at the deflecting segment may not be provided with the first grout outlet, and the part 32 located at the horizontal segment is provided with the first grout outlet 30. Illustratively, the part 32 of the first grouting pipe 3 located at the horizontal section is preferably a steel valve pipe, the peripheral wall of which is provided with a plurality of annular grooves (not shown) at intervals in the axial direction, each annular groove is provided with one or more first grout outlet 30, and the annular grooves are further sleeved with a rubber sealing sleeve 5 which can seal the first grout outlet 30 from the outside, so as to realize the function of a one-way valve that grout can not enter only, prevent external substances (such as soil and the like) from entering the first grouting pipe 3 through the first grout outlet 30, and ensure the subsequent grouting effect.
Specifically, the pipe diameter of the first grouting pipe 3 and the size of the first grout outlet 30 may be set according to the area of the first stratum to be consolidated, the soil softness of the first stratum to be consolidated, and other factors. Illustratively, the first grouting pipe 3 may be made of a steel pipe of \8960108mm × 8mm, and the first grout outlet 30 is a circular hole with a diameter of 12 mm.
And S3, injecting grout into the first grouting pipe 3, enabling the grout to penetrate into a weak soil body of the first stratum to be reinforced through the first grout outlet 30, and forming a first reinforcing area 300 in the first stratum to be reinforced after the grout is solidified. The soft soil body is glued into a whole, meanwhile, the first grouting pipes 3 buried in the stratum also play a role in supporting a pipe shed, so that a supporting system is formed jointly, a local supporting barrier is formed between the first newly-built tunnel 1 and the existing tunnel 100, the self-stability strength and the disturbance resistance of the first reinforcing area 300 are improved, accidents of exceeding standard settlement, collapse and the like in the process of penetrating the existing tunnel 100 under the shield construction of the first newly-built tunnel 1 and on the ground are avoided, and the safety of peripheral buildings and pipelines is further guaranteed. In addition, the air tightness of the reinforced weak stratum is also improved, the shield machine can be driven in an air pressure auxiliary mode, the downward penetration speed of the shield machine is improved, the torque of a cutter head can be reduced, mud cakes are prevented from being formed, and the like, so that the shield construction efficiency and the construction safety are improved.
In the embodiment of the present invention, after the first grout pipe 3 is inserted into position and before injecting grout into the first grout pipe 3, the method further includes a step S30 of filling an annular space between the first grout pipe 3 and the wall of the first directional bore 400 with a setting material. The preparation of the setting material should meet the strength requirement of pipe fixing and grout stopping, and can be punctured by the pressure of grout to a certain extent and permeate into the stratum to realize the purpose of reinforcement. The annular space condensation material needs to meet the pumping requirement, the water precipitation rate is less than 5%, the initial setting time is 30min to 1h, the final setting time is 6 to 10h, and the early strength can be controlled to be 0.5-2.0MPa. The setting material is the prior art, for example, a mixed slurry of bentonite and cement slurry, etc., and the detailed description of the specific components and properties thereof is omitted.
Specifically, the filling step S30 mainly includes the following processes:
s301, inserting a first grout pipe 6 with a first grout stop plug 61 at the tail part to a position close to the pipe bottom (such as 1-2 m away from the pipe bottom) along a first grout pipe 3, and driving the first grout stop plug 61 to be in sealing contact with the inner wall of the first grout pipe 3 (namely plugging and stopping grout) so as to prevent a coagulated material from returning upwards along the first grout pipe 3 in the filling process;
s302, injecting a coagulating material into the first grouting pipe 3 through the first grout conveying pipe 6, so that the coagulating material flows into the annular space through the first grout outlet 30 at the bottom of the first grouting pipe 3, and drives the grout in the annular space to return upwards.
S303, stopping pressure injection of the condensed material after pure filling material flows out from the orifice of the first directional drilling hole 400 (namely, slurry in the annular space returns upwards completely), and pressing a small amount of clear water to replace the condensed material in the first slurry conveying pipe 6;
and S304, after the preset time of pressure tight pressing, such as 1-2 hours, the first grout conveying pipe 6 is drawn out of the first grouting pipe 3, the first grouting pipe 3 is drilled and cleaned by a drill bit, and then the first grouting pipe is cleaned by blowing with high-pressure air and water, so that substances such as condensation materials and the like remained in the first grouting pipe 3 are cleaned, and the annular space filling work is completed.
It should be noted that the grouting of the condensed material is performed by the existing grouting equipment, the grouting equipment generally includes a slurry making system, a grouting pipeline, a first grout stop plug 61, a grouting pump, etc., the grouting pipeline includes a high pressure rubber pipe and a first grout conveying pipe 6, and the first grout stop plug 61 is a hydraulic expansion type positioning grout stop plug.
In the embodiment of the present invention, the step S3 of injecting the grout into the first grouting pipe 3 and making the grout penetrate into the weak soil body of the first stratum to be consolidated through the first grout outlet 30 is performed by a retreating sectional grouting manner. Specifically, the step S3 of injecting the grout into the first grout pipe 3 and making the grout penetrate into the weak soil of the first stratum to be consolidated through the first grout outlet 30 includes the following steps:
s31, inserting a second slurry conveying pipe 7 with two second slurry stop plugs 71 at the tail part at intervals along the axial direction of the first slurry injecting pipe 3 to a position close to the bottom of the pipe, wherein a slurry outlet 70 of the second slurry conveying pipe 7 is positioned between the two second slurry stop plugs 71;
s32, driving the two second grout stopping plugs 71 to be in sealing contact with the inner wall of the first grouting pipe 3 (namely, plug grouting), and pressing and grouting the grout into the first grouting pipe 3 through the second grout conveying pipe 7, so that the grout flows into the accommodating space defined by the two grout stopping plugs from the grout outlet 70 of the second grout conveying pipe 7 through the first grout outlet 30 after flowing into the first grouting pipe 3 and then flows out through the first grout outlet 30 and permeates into the weak soil body, and grouting the bottom section is performed;
and S33, after grouting of the bottom section is finished, driving the second slurry conveying pipe 7 to move (or called as retreating) in the direction away from the pipe bottom for a preset distance (for example, 0.6 to 1m), then performing grouting of the secondary bottom section in the mode of the step S32, and repeating the operation until the reinforcing work of the first stratum to be reinforced is finished.
Furthermore, after each grouting, the hole can be swept to the bottom of the first grouting pipe 3 through a drilling machine, and the first grouting pipe is cleaned by blowing with high-pressure air and water, so that the subsequent fixed-point reinforcing grouting can be performed at any time according to the shield propelling process and the stratum settlement condition in the later period.
It should be understood that the projection area, the up-down diffusion distance, the distance from the existing tunnel 100 to the first new tunnel 1, and the like of the first reinforcement area 300 may be set according to the weak degree of the soil, the number of the existing tunnels 100, the distance between the existing tunnels 100, the diameter of the existing tunnel 100, the up-down distance between the existing tunnel 100 and the first new tunnel 1, and the like, which will not be described in detail herein, and generally, the cross-overlapping area between the first new tunnel 1 and the corresponding existing tunnel 100 is preferably projected in the first reinforcement area 300.
It is understood that the shield tunnel penetrating the existing tunnel 100 under the soft upper and hard lower ground layers may have only the first newly constructed tunnel 1 (i.e., a single-line tunnel), or may further include a second newly constructed tunnel 2 (i.e., a double-line tunnel) alongside the first newly constructed tunnel 1. When the second newly-built tunnel 2 is further included, the second to-be-reinforced stratum between the second newly-built tunnel 2 and the existing tunnel 100 can adopt the same local reinforcement mode as the first newly-built tunnel 1, but in order to not occupy the floor space, after the first newly-built tunnel 1 finishes the construction of penetrating the existing tunnel 100, the second to-be-reinforced stratum of the second newly-built tunnel 2 is locally reinforced inside the first newly-built tunnel 1.
As shown in fig. 3 and fig. 4, in this embodiment, if the shield tunnel penetrating the existing tunnel 100 from the upper soft and lower hard ground layer further includes a second newly-built tunnel 2 arranged side by side with the first newly-built tunnel 1, in order to improve the safety and the construction efficiency of the second newly-built tunnel 2 when the existing tunnel 100 is penetrated by shield construction, and not occupy the ground space, after the first newly-built tunnel 1 completes shield construction of penetrating the existing tunnel 100, the present invention further includes the following steps:
and S4, drilling a plurality of second directional drilling holes (not shown) distributed side by side in the first newly-built tunnel 1 by using a directional drilling technology, wherein the second directional drilling holes extend into a second stratum to be consolidated between the zone to be penetrated of the second newly-built tunnel 2 and the existing tunnel 100.
It can be understood that, in order to facilitate drilling of the second directional drilling hole (not shown), the grouting hole 11 is preset at the position where the second directional drilling hole (not shown) is drilled in the segment of the first newly-built tunnel 1, of course, the grouting hole 11 can also be drilled in the corresponding segment on site, the segment correspondingly drilled with the second directional drilling hole (not shown) can be a conventional concrete reinforced bar segment or a steel tube segment, and the segment correspondingly drilled with the second directional drilling hole (not shown) is located at the arch corner position where the first newly-built tunnel 1 and the second to-be-reinforced stratum are opposite.
When the pipe piece correspondingly drilled with the second directional drilling hole (not shown) is a steel pipe piece, before the second directional drilling hole (not shown) is drilled in the directional drilling manner, the method further comprises the step of fixedly arranging a guide pipe butted with the grouting hole 11 on the steel pipe piece. Preferably, the guide pipe may be a seamless steel pipe, and the guide pipe is welded to the inlet end of the grouting opening through a steel bar, so as to guide the drilling of the second directional drilling hole (not shown) and the insertion of the second grouting pipe 4 in the following process, so as to ensure that the second grouting pipe 4 can accurately enter the corresponding position of the second stratum to be consolidated.
It will be appreciated that the second directional bore hole (not shown) is also drilled using an existing drilling rig, for example an existing MX-120 split drilling rig, and after drilling the second directional bore hole (not shown) extends obliquely into the second formation to be consolidated. Here, the specific drilling process is not described in detail, for example, refer to the specific implementation manner of step S2.
And S5, inserting a second grouting pipe 4 into a second directional drilling hole (not shown), wherein a second grout outlet (not shown) is formed in the peripheral wall of the part, located in the second stratum to be consolidated, of the second grouting pipe 4.
In the embodiment of the present invention, the second grouting pipe 4 can be inserted into the second directional drilling hole (not shown) through a drilling machine (such as the aforementioned MX-120 split drilling machine), and as to how to perform the insertion construction, the second grouting pipe is well known to those skilled in the art and will not be described herein again. The second grouting pipe 4 is generally formed by butting a plurality of pipe members, preferably steel pipes, but may be made of other materials with better rigidity and strength, such as aluminum alloy or high polymer materials. The peripheral wall of the second grouting pipe 4 at the part of the second formation to be consolidated may not be provided with a second grout outlet (not shown) generally, and the part at the horizontal section is provided with the second grout outlet (not shown). The part of the second grouting pipe 4 located in the second stratum to be consolidated is preferably a steel valve pipe, and a sealing member (not shown) capable of sealing the second grouting port (not shown) from the outside is also arranged at the second grouting port (not shown) to realize a one-way valve function of preventing grout from entering only, prevent external substances (such as mud and the like) from entering the second grouting pipe 4 through the second grouting port (not shown), and ensure subsequent grouting effect. The seal may be implemented as the rubber sealing boot 5 described above or a similar embodiment.
And S6, injecting grout into the second grouting pipe 4, enabling the grout to penetrate into a weak soil body of the second stratum to be reinforced through a second grout outlet (not shown), and forming a second reinforcing area 500 in the second stratum to be reinforced after the grout is solidified. In order to glue into a whole with the weak soil body in this region, simultaneously, many second slip casting pipes 4 of burying in the stratum still play pipe canopy supporting role, thereby form the system of strutting jointly, make also form a local supporting barrier between second newly-built tunnel 2 and existing tunnel 100, improve this second reinforcement district 500 from steady intensity and disturbance resistance, avoid passing existing tunnel 100 and the ground emergence of the in-process shield that has tunnel 100 under the second newly-built tunnel 2 shield construction and subside and exceed standard, collapse the accident such as, and then ensure the safety of peripheral building and pipeline. In addition, the air tightness of the reinforced weak stratum is also improved, the shield machine can be driven in an air pressure auxiliary mode, the downward penetration speed of the shield machine is improved, the torque of a cutter head can be reduced, mud cakes are prevented from being formed, and the like, so that the shield construction efficiency and the construction safety are improved.
Specifically, the slurry may be chemical slurry, the grouting pressure and grouting amount should be determined by combining the factors of the formation to be consolidated, the degree of weakness, the area of the consolidation area, etc., the grouting pressure should not be too large, and the slurry generally needs to be caused to enter the soil body in a penetration manner under the action of relatively low pressure, so the slurry should preferably be solution type chemical slurry with good permeability, such as water glass chemical slurry, etc.
It should be understood that, after the second grouting pipe 4 is inserted into position and before injecting the grout into the second grouting pipe 4, a step of filling the annular space between the second grouting pipe 4 and the hole wall of the second directional drilling hole (not shown) with a setting material may also be included, and for specific filling, reference may be made to a filling process of the annular space between the first grouting pipe 3 and the hole wall of the first directional drilling hole 400, which is not described herein again.
The concrete implementation process of step S6 of injecting grout into the second grout injection pipe 4 and making grout penetrate into the weak soil body of the second stratum to be consolidated through the second grout outlet (not shown), may refer to the concrete implementation process of step S3, and will not be described herein again.
The projection area, the inclination angle, the vertical diffusion distance, the distance between the existing tunnel 100 and the second newly-built tunnel 2, and the like of the second reinforcement area 500 can be set according to the soft degree of the soil, the number of the existing tunnels 100, the distance between the existing tunnels 100, the diameter of the existing tunnel 100, the vertical distance between the existing tunnel 100 and the second newly-built tunnel 2, and the like, which will not be described herein again. In general, the cross-over overlap area of the second newly created tunnel 2 and a corresponding number of existing tunnels 100 is preferably projected entirely within the second consolidation zone 500. Illustratively, as shown in fig. 3 and 4, the second stratum to be consolidated is located between one of the existing tunnels 100 and the second newly-built tunnel 2, and the intersection overlapping area of the existing tunnel 100 and the second newly-built tunnel 2 is projected into the second consolidation zone 500. And the formation between the other existing tunnel 100 and the second newly created tunnel 2 may not need to be consolidated.
Further, before the step S4 of drilling a second directional grouting hole, if the soil mass of the second stratum to be consolidated is too weak to be suitable for directly drilling a second directional borehole, the method further includes the following steps:
s40, drilling a plurality of third directional drilling holes (not shown) distributed side by side in the first newly-built tunnel 1 by a directional drilling technology, wherein the aperture of each third directional drilling hole is 0.4-0.6 times that of each second directional drilling hole, and the third directional drilling holes extend into a second stratum to be reinforced between a zone to be penetrated of the second newly-built tunnel 2 and the existing tunnel 100;
and S41, inserting a third grouting pipe (not shown) into the second directional drilling hole (not shown), wherein the peripheral wall of the part of the third grouting pipe, which is positioned in the second stratum to be consolidated, is provided with a third grout outlet (not shown).
And S42, injecting grout into the third grouting pipe, enabling the grout to penetrate into a weak soil body of the second stratum to be reinforced through a third grout outlet (not shown), and forming a pre-reinforcing area in the second stratum to be reinforced after the grout is solidified so as to improve the soil layer of the second stratum to be reinforced, so that the second directional drilling can be smoothly carried out.
It should be noted that, the specific implementation manners of steps S40 to S42 refer to the specific implementation manners of steps S4 to S6, and are not described herein again.
It can be understood that, in the process of grouting the first stratum to be consolidated through the plurality of first grouting pipes 3 and the stratum to be consolidated through the plurality of second grouting pipes 4, respectively, the grouting sequence follows the principle of "first two sides and then middle", "jump hole grouting" and "from thin to thick" in principle. The method is favorable for the diffusion of the grouting slurry to the vault direction, promotes the compactness of the slurry and meets the requirement of seepage prevention.
After the embodiment of the method for partially reinforcing a shield tunnel by penetrating an existing tunnel 100 through a soft upper hard formation according to the present invention is described, an embodiment of a method for constructing a shield tunnel by penetrating an existing tunnel 100 through a soft lower hard formation based on the method for partially reinforcing a shield tunnel will be described.
In the embodiment of the present invention, the shield tunnel construction method for penetrating the existing tunnel 100 through the upper soft and lower hard formation includes the following steps:
s01, according to the design path of the first newly-built tunnel 1, performing tunneling and segment splicing of the first newly-built tunnel 1 by a conventional shield construction method;
specifically, the shield machine used in the shield construction method is the prior art, and the detailed structure of the shield machine, the tunneling process thereof, and the segment assembling process thereof are not described herein again.
S02, before the existing tunnel 100 is drilled in the shield construction of the first new tunnel 1 (namely before the first new tunnel 1 is constructed to enter the area right below the existing tunnel 100), a plurality of first directional drill holes 400 which are distributed side by side are drilled in the position, corresponding to the outer side of the existing tunnel 100, of the ground surface 200 through a directional drilling technology, and the first directional drill holes 400 extend into a first stratum to be reinforced between the to-be-drilled area of the first new tunnel 1 and the existing tunnel 100;
s03, inserting a first grouting pipe 3 into the first directional drilling hole 400, wherein a first grout outlet 30 is formed in the peripheral wall of the part, located in the first stratum to be reinforced, of the first grouting pipe 3;
s04, injecting grout into the first grouting pipe 3, enabling the grout to penetrate into a weak soil body of the first stratum to be reinforced through the first grout outlet 30, and forming a first reinforcing area 300 in the first stratum to be reinforced after the grout is solidified;
and S05, driving the shield tunneling machine to continue tunneling and segment assembly, and downwards penetrating the existing tunnel 100 until the shield construction of the first newly-built tunnel 1 is completed.
It can be understood that the specific implementation processes of steps S02 to S04 are the same as steps S1 to S3, and detailed description of the specific implementation processes and the generated technical effects are omitted here.
It is understood that the shield tunnel penetrating the existing tunnel 100 from the upper soft lower hard formation may have only the first newly-built tunnel 1 (i.e. a single-line tunnel), or may further include a second newly-built tunnel 2 (i.e. a double-line tunnel) alongside the first newly-built tunnel 1. When the method also comprises a second newly-built tunnel 2, in order to improve the safety and the construction efficiency when the second newly-built tunnel 2 is constructed to pass through the existing tunnel 100 downwards and not occupy the ground space, after the first newly-built tunnel 1 finishes the shield construction of passing through the existing tunnel 100 downwards, the method also comprises the following steps:
s06, tunneling and segment splicing of the second newly-built tunnel 2 are carried out by a conventional shield construction method according to the design path of the second newly-built tunnel 2;
s07, before the second newly-built tunnel 2 is constructed to penetrate through the existing tunnel 100 (namely before the second newly-built tunnel 2 is constructed to enter the area right below the existing tunnel 100), a plurality of second directional drilling holes (not shown) distributed side by side are drilled in the first newly-built tunnel 1 through a directional drilling technology, and the second directional drilling holes extend into a second stratum to be reinforced between the area to be penetrated of the second newly-built tunnel 2 and the existing tunnel 100;
s08, inserting a second grouting pipe 4 into a second directional drilling hole (not shown), wherein a second grout outlet (not shown) is formed in the peripheral wall of the part, located in the second stratum to be reinforced, of the second grouting pipe 4;
s09, injecting grout into the second grouting pipe 4, enabling the grout to penetrate into a weak soil body of a second stratum to be reinforced through a second grout outlet (not shown), and forming a second reinforcing area 500 in the second stratum to be reinforced after the grout is solidified;
and S010, driving the shield tunneling machine to continue tunneling, splicing the segments, and downwards penetrating the existing tunnel 100 until the shield construction of the second newly-built tunnel 2 is completed.
It can be understood that the specific implementation process of steps S07 to S09 is the same as steps S4 to S6, and detailed description of the specific implementation process and the generated technical effect is omitted here.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention, and all modifications and equivalents of the present invention, which are made by the contents of the present specification and the accompanying drawings, or directly/indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (7)
1. The method for locally reinforcing the shield tunnel penetrating through the existing tunnel from the upper soft stratum to the lower hard stratum is characterized by comprising the following steps of:
s1, drilling a plurality of first directional drill holes which are distributed side by side at a position, corresponding to the outer side of an existing tunnel, on the ground surface through a directional drilling technology, wherein the plurality of first directional drill holes extend into a first stratum to be reinforced between a to-be-underpass area of the first newly-built tunnel and the existing tunnel;
s2, inserting a first grouting pipe into the first directional drilling hole, wherein a first grout outlet is formed in the peripheral wall of the part, located in the first stratum to be reinforced, of the first grouting pipe;
s3, injecting grout into the first grouting pipe, enabling the grout to penetrate into a weak soil body of the first stratum to be reinforced through the first grout outlet, and forming a first reinforcing area in the first stratum to be reinforced after the grout is solidified;
if the shield tunnel which penetrates the existing tunnel downwards in the upper soft and lower hard stratum also comprises a second newly-built tunnel which is parallel to the first newly-built tunnel, after the first newly-built tunnel finishes the shield construction of penetrating the existing tunnel downwards, the method also comprises the following steps:
s4, drilling a plurality of second directional drilling holes distributed side by side in the first newly-built tunnel through a directional drilling technology, wherein the second directional drilling holes extend into a second stratum to be reinforced between a zone to be penetrated of the second newly-built tunnel and the existing tunnel;
s5, inserting a second grouting pipe into the second directional drilling hole, wherein a second grout outlet is formed in the peripheral wall of the part, located in the second stratum to be consolidated, of the second grouting pipe;
s6, injecting grout into the second grouting pipe, enabling the grout to penetrate into a weak soil body of a second stratum to be reinforced through the second grout outlet, and forming a second reinforcing area in the second stratum to be reinforced after the grout is solidified;
before the step S4 of drilling the second directional drilling hole, the method further includes the following steps:
s40, drilling a plurality of third directional drilling holes distributed side by side in the first newly-built tunnel through a directional drilling technology, wherein the aperture of each third directional drilling hole is 0.4-0.6 times that of each second directional drilling hole, and the third directional drilling holes extend into the second stratum to be reinforced;
s41, inserting a third grouting pipe into the second directional drilling hole, wherein a third grout outlet is formed in the peripheral wall of the part, located in the second stratum to be consolidated, of the third grouting pipe;
and S42, injecting grout into the third grouting pipe, enabling the grout to penetrate into a weak soil body of the second stratum to be reinforced through the third grout outlet, and forming a pre-reinforcing area in the second stratum to be reinforced after the grout is solidified.
2. The method for locally reinforcing a shield tunnel penetrating an existing tunnel through a soft upper stratum and a hard lower stratum according to claim 1, wherein: first directional drilling includes the horizontal segment that the lower extreme level that inclines section from the downward curve of earth's surface slope extends and follow the section of inclining, and a plurality of annulars have been seted up at the interval on the axial direction to the perisporium that first slip casting pipe is located the part of horizontal segment, is equipped with one or more in every annular first grout outlet, still overlap in the annular and be equipped with the rubber seal cover that can follow the outside and seal first grout outlet.
3. The method for locally reinforcing a shield tunnel penetrating an existing tunnel through a soft upper stratum and a hard lower stratum according to claim 1, wherein: after the first grouting pipe is inserted in place and before the grout is injected into the first grouting pipe, the method further comprises a step S30 of filling an annular space between the first grouting pipe and the wall of the first directional drilling hole with a coagulating material.
4. The method for partially reinforcing a shield tunnel penetrating an existing tunnel under a soft upper and hard lower stratum according to claim 3, wherein the filling step S30 mainly comprises the following steps:
s301, inserting a first grout conveying pipe with a first grout stopping plug at the tail part to a position close to the bottom of the pipe along a first grouting pipe, and driving the first grout stopping plug to be in sealing contact with the inner wall of the first grouting pipe;
s302, injecting a coagulating material into the first grouting pipe through the first grout conveying pipe, so that the coagulating material flows into the annular space through a first grout outlet at the bottom of the first grouting pipe and drives the grout in the annular space to return upwards;
s303, stopping injecting the coagulating material after the pure filling material flows out from the orifice of the first directional drilling hole, and pressing a small amount of clear water to replace the coagulating material in the first slurry conveying pipe;
s304, performing closed pressing for preset time, drawing the first grout conveying pipe out of the first grouting pipe, performing hole drilling and cleaning on the first grouting pipe through the drill bit, and then purging the first grouting pipe with high-pressure air water.
5. The method for partially reinforcing a shield tunnel penetrating an existing tunnel through a soft upper stratum and a hard lower stratum according to claim 1, wherein the step S3 of injecting a grout into the first grouting pipe and allowing the grout to penetrate into a weak soil body of the first stratum to be reinforced through the first grout outlet comprises the steps of:
s31, inserting a second slurry conveying pipe with two second slurry stop plugs at the tail part at intervals along the axial direction of the first slurry conveying pipe to a position close to the bottom of the pipe, wherein a slurry outlet hole of the second slurry conveying pipe is positioned between the two second slurry stop plugs;
s32, driving the two second grout stop plugs to abut against the inner wall of the first grouting pipe in a sealing mode, and pressing grouting liquid into the first grouting pipe through the second grouting pipe, so that the grouting liquid flows into a containing space defined by the two grout stop plugs from a grout outlet of the second grouting pipe, flows out through the first grout outlet and permeates into a weak soil body, and grouting of the bottom section is carried out;
and S33, after the grouting of the bottom section is finished, driving the second slurry conveying pipe to move a preset distance in the direction away from the pipe bottom, performing the grouting work of the secondary bottom section in the mode of the step S32, and repeating the operation until the reinforcing work of the first stratum to be reinforced is finished.
6. The method for locally reinforcing a shield tunnel penetrating an existing tunnel through a soft upper stratum and a hard lower stratum according to claim 1, wherein: when the pipe piece drilled with the second directional drilling hole corresponding to the first newly-built tunnel is a steel pipe piece and a grouting hole is reserved in advance, before the second directional drilling hole is drilled in the directional drilling mode, the method further comprises the step of fixedly arranging a guide pipe butted with the grouting hole on the steel pipe piece, and therefore the subsequent drilling of the second directional drilling hole and the insertion of the second grouting pipe are guided.
7. The shield tunnel construction method for penetrating the existing tunnel from the upper soft stratum to the lower hard stratum is characterized by comprising the following steps of:
s01, tunneling and segment splicing of the first newly-built tunnel are carried out by a conventional shield construction method according to a design path of the first newly-built tunnel;
s02, before the existing tunnel is penetrated through shield construction of the first newly-built tunnel, a plurality of first directional drill holes which are distributed side by side are drilled at the position, corresponding to the outer side of the existing tunnel, on the ground surface through a directional drilling technology, and the first directional drill holes extend into a first stratum to be reinforced between a to-be-penetrated area of the first newly-built tunnel and the existing tunnel;
s03, inserting a first grouting pipe into the first directional drilling hole, wherein a first grout outlet is formed in the peripheral wall of the part, located in the first stratum to be reinforced, of the first grouting pipe;
s04, injecting grout into the first grouting pipe, enabling the grout to penetrate into a weak soil body of the first stratum to be reinforced through the first grout outlet, and forming a first reinforcing area in the first stratum to be reinforced after the grout is solidified;
s05, driving the shield tunneling machine to continue tunneling, splicing segments and downwards penetrating the existing tunnel until the shield construction of the first newly-built tunnel is completed;
after the first newly-built tunnel finishes the shield construction of the existing tunnel, the method also comprises the following steps:
s06, according to the design path of the second newly-built tunnel, performing tunneling and segment splicing of the second newly-built tunnel by a conventional shield construction method;
s07, before the existing tunnel is penetrated through shield construction of a second newly-built tunnel, a plurality of second directional drilling holes which are distributed side by side are drilled in the first newly-built tunnel through a directional drilling technology, the second directional drilling holes extend into a to-be-penetrated area of the second newly-built tunnel and a second to-be-reinforced stratum between the existing tunnel,
before the second directional drilling hole is drilled, the method further comprises the following steps:
drilling a plurality of third directional drilling holes distributed side by side in the first newly-built tunnel by a directional drilling technology, wherein the aperture of each third directional drilling hole is 0.4-0.6 times that of each second directional drilling hole, and the third directional drilling holes extend into the second stratum to be reinforced;
inserting a third grouting pipe into the second directional drilling hole, wherein a third grout outlet is formed in the peripheral wall of the part, located in the second stratum to be consolidated, of the third grouting pipe;
injecting slurry into the third grouting pipe, enabling the slurry to penetrate into a weak soil body of the second stratum to be reinforced through the third slurry outlet, and forming a pre-reinforcing area in the second stratum to be reinforced after the slurry is solidified;
s08, inserting a second grouting pipe into a second directional drilling hole, wherein a second grout outlet is formed in the peripheral wall of the part, located in the second stratum to be consolidated, of the second grouting pipe;
s09, injecting grout into the second grouting pipe, enabling the grout to penetrate into a weak soil body of a second stratum to be reinforced through the second grout outlet, and forming a second reinforcing area in the second stratum to be reinforced after the grout is solidified;
and S010, driving the shield tunneling machine to continue tunneling, splicing the segments, and downwards penetrating the existing tunnel until shield construction of a second newly-built tunnel is completed.
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| CN113374496A (en) * | 2021-06-23 | 2021-09-10 | 上海隧道工程有限公司 | Upper-crossing tunnel structure and construction method |
| CN114293993B (en) * | 2021-12-09 | 2023-04-04 | 中国建筑第五工程局有限公司 | Vertical deformation repairing structure for construction of up-and-down overlapped tunnel and construction method |
| CN114293994B (en) * | 2021-12-09 | 2023-04-04 | 中国建筑第五工程局有限公司 | Control structure and construction method for vertical deformation of existing tunnel during construction of vertically-overlapped tunnel |
| CN114413839B (en) * | 2022-03-31 | 2022-07-15 | 中国矿业大学(北京) | Device and method for monitoring complete stacking section of up-down stacking type tunnel |
| CN116906055B (en) * | 2023-09-12 | 2023-11-21 | 中南大学 | Construction method for controlling deformation of tunnel underpass railway bed and shed frame supporting structure |
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| CN107119669A (en) * | 2017-05-23 | 2017-09-01 | 中交第二航务工程局有限公司 | For shield, the pre-pouring grout consolidated subsoil method in house is worn in side in water-rich sand layer |
| CN108060908B (en) * | 2017-11-14 | 2020-04-07 | 北京中煤矿山工程有限公司 | Long-distance horizontal directional drilling and grouting reinforcement process for water-rich sand layer under building group |
| CN108439898B (en) * | 2018-04-08 | 2020-08-25 | 北京中煤矿山工程有限公司 | Casing material for grouting horizontal valve pipe of water-rich sand gravel layer on shield top line |
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