CN114645715A - Interval shield launching and receiving construction method - Google Patents
Interval shield launching and receiving construction method Download PDFInfo
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- CN114645715A CN114645715A CN202210254695.0A CN202210254695A CN114645715A CN 114645715 A CN114645715 A CN 114645715A CN 202210254695 A CN202210254695 A CN 202210254695A CN 114645715 A CN114645715 A CN 114645715A
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- shield
- section
- tunneling
- stress
- machine
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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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- 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
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
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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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
Abstract
The invention relates to a construction method for starting and receiving an interval shield, which at least comprises the following steps: the first shield starting section is hoisted downwards to a starting well and driven to break a starting tunnel portal which is formed by surrounding the starting tunnel portal outline along a first direction so as to form a first shield starting interval; the first shield tail section is hoisted downwards to a first shield starting section to form a first direction shield machine together with a first shield head section, and the first direction shield machine is driven to tunnel along the first direction to form a first tunneling section; when the length of the first tunneling section is not less than the total length of the first shield section and the second shield tail section, the first tunneling section of the second shield section and the first tunneling section of the second shield tail section are hoisted downwards; and driving the first section of the second shield to break the starting tunnel portal along the second direction to form a second shield starting interval, moving the tail section of the second shield to the second shield starting interval to form a second direction shield machine together with the first section of the second shield, and driving the second direction shield machine to tunnel along the second direction to form a second tunneling interval.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method for starting and receiving an interval shield.
Background
In the construction of the underground traffic network, the starting and receiving links of the shield have high complexity, meanwhile, the safety risk in the construction process is higher, and the construction links and the construction technology in the construction process are more concentrated, so that in the starting, receiving and construction of the shield, the control on the construction process needs to be enhanced, the application of the construction links and the construction technology is effectively managed, the safety of the construction process is ensured, and the construction of the urban underground traffic network can be smoothly promoted only in this way.
CN111927477A discloses a shield whole originating and receiving method for an ultra-deep buried long-distance tunnel; the method comprises the following steps: firstly, constructing a first open caisson, a second open caisson and a third open caisson by adopting a non-drainage open caisson method; short-distance underground excavation operation is carried out between the second open caisson and the third open caisson to form a short-distance underground excavation tunnel; after the completion, assembling a shield in the second open caisson; a frame of the shield passes through the first open caisson, goes into the well and enters the second open caisson through the short-distance underground excavation tunnel; then, starting a shield in the second open caisson, and receiving the shield in the third open caisson; and finally, in the third sinking well, after the shield and the frame are decomposed, the shield and the frame are lifted out of the third sinking well, and the tunnel civil construction structure is completed.
CN101781991A discloses a double-well type reinforcement method for a shield receiving or originating end and a double-well type shield receiving method, which solve the problems of high risk and high cost of the existing shield receiving method. A double-well type reinforcing method for a shield receiving or originating end is characterized in that an advance well is arranged outside a final receiving well or a station of the shield receiving or originating end, a [ -shaped groove is formed outside a maintenance wall of the final receiving well or the station in advance, plain concrete is poured in the groove to form an underground continuous wall, namely an outer wrapping plain wall, the outer wrapping plain wall is connected with the maintenance wall to form the advance well, the range surrounded by the advance well is larger than the length of a shield machine, the transverse distance is larger than the distance between the outer edges of two shield tunnels, the bottom end of the advance well is embedded into a water-impermeable layer under the tunnels, the top end of the advance well is higher than the highest underground water level, and the top end of the advance well is flush with the ground in a water-rich area.
However, there are many special construction situations in the shield starting construction stage, such as dismantling the enclosure structure of a station before the shield starting construction, treating the reinforced concrete structure during the construction and simultaneously ensuring the stability of the soil structure to prevent water and soil loss caused by improper operation; secondly, the posture adjustment of the shield machine and the control of the ground settlement rate have higher difficulty compared with the normal propelling operation; in addition, due to the structure of a construction site in the construction process, some shield machines cannot realize whole-machine starting, and especially when the same shield machine needs to undertake a bidirectional starting task, starting operation of an ultra-long shield machine in a shield well is more difficult; furthermore, when the shield launching and receiving process encounters a special soil structure, such as a water-rich sand layer, the soil layer needs to be reinforced, and the pipeline in the construction area may be moved and modified. It can be seen from the above all kinds of situations that the starting and receiving engineering of the shield has great construction difficulty and more details, and especially the starting engineering of the shield tunnel is the key to the success of the construction, which directly affects the progress of the engineering and the quality of the engineering. Accordingly, there remains at least one or more technical problems in the art that need to be solved.
Furthermore, on the one hand, due to the differences in understanding to the person skilled in the art; on the other hand, since the applicant has studied a great deal of documents and patents in making the present invention, but not the details and contents thereof listed therein, the present invention is by no means characterized by those prior art, but by the fact that the present invention has all the features of the prior art, and the applicant reserves the right to add related art to the background art.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a construction method for starting and receiving an interval shield, aiming at solving at least one or more technical problems in the prior art.
In order to achieve the above object, the present invention provides a method for starting and receiving construction of an interval shield, which at least comprises:
marking an initial portal outline of a tunnel to be excavated and a first construction outline of the initial portal outline surrounded by gaps on the initial portal structure walls at two ends of the initial well along a first direction and a second direction, and performing deep hole grouting on an initial portal reinforced area surrounded and formed by the first construction outline;
the first shield initial section is hoisted to an originating well, and is driven to break an originating tunnel portal formed by the outline of the originating tunnel portal in a first direction so as to form a first shield originating section;
the first shield tail section is hoisted downwards to a first shield starting section to form a first direction shield machine together with a first shield head section, and the first direction shield machine is driven to tunnel along a first direction to form a first tunneling section;
when the section length of the first tunneling section is not less than the total length of the first shield head section and the second shield tail section, the first shield head section and the second shield tail section are hoisted to the first tunneling section;
and driving the first section of the second shield to break the starting tunnel portal along the second direction to form a second shield starting interval, moving the tail section of the second shield to the second shield starting interval to form a second direction shield machine together with the first section of the second shield, and driving the second direction shield machine to tunnel along the second direction to form a second tunneling interval.
Preferably, after driving the first direction shield machine and the second direction shield machine to excavate the tunnel to be excavated along the first direction and the second direction, respectively, the method further comprises receiving the first direction shield machine and the second direction shield machine in the receiving well, and the receiving comprises:
marking a receiving portal outline of a tunnel to be excavated and a second construction outline of a gap surrounding receiving portal outline on a receiving end structure wall of the receiving well, and performing deep hole grouting on an initial portal reinforcing area formed by the second construction outline in a surrounding manner;
when the first direction shield machine and/or the second direction shield machine breaks a receiving tunnel portal formed by the contour of the receiving tunnel portal in an enclosing mode, the first direction shield machine and/or the second direction shield machine are/is detached in the respective tunneling sections;
moving the first shield section and/or the second shield section to a receiving well, and hoisting the first shield section and/or the second shield section out;
and according to the size of the receiving well, the first shield tail section and/or the second shield tail section are/is moved into the receiving well in a segmented mode in sequence and lifted out.
Preferably, the deep hole grouting comprises:
arranging a plurality of reinforcement lines parallel to the first construction profile in the originating reinforcement area with the center of the first construction profile as a starting point;
marking a plurality of embedded points on the reinforcing line at intervals, and drilling guide holes on the embedded points and the initial point so as to insert at least one grouting pipe section through the guide holes;
injecting pressurized fluid through the grouting pipe section to impact the guide hole to a preset depth to form a grouting hole, and immersing the grouting pipe section into the guide hole;
inserting at least another grouting pipe section into the guide hole until the plurality of grouting pipe sections are connected to form a grouting pipe;
and injecting concrete grout into the grouting hole through the grouting pipe until the grouting pressure reaches a preset pressure value.
Preferably, before driving the first direction shield machine and the second direction shield machine to advance so as to form the respective corresponding tunneling sections, the method further comprises:
a plurality of groups of stress detection units which are longitudinally and oppositely arranged relative to the tunneling section are arranged along the extending direction of the tunneling section in a clearance mode, each stress detection unit comprises a plurality of stress detection devices which are circumferentially arranged around the first tunneling section and/or the second tunneling section and have preset included angles;
strain data which are from different directions and are related to stress changes of rock and soil mass of at least one partial section of the tunneling section are obtained through a plurality of stress detection devices which are included in at least one stress detection unit corresponding to the partial section;
the external controller calculates a three-dimensional stress variation of the segmental geotechnical body based on strain data from different directions, which are associated with at least the segmental geotechnical body stress variation.
Preferably, the sampling period of the stress detection device is set in a manner that the preset strain amplitude of at least part of the rock-soil mass corresponding to the stress detection device is associated, and the preset strain amplitude adopted by the stress detection device to detect the stress variation of the rock-soil mass can be linearly/nonlinearly reduced along with the increase of the difference between the actual stress of the rock-soil mass and the set threshold, so as to shorten the sampling period corresponding to the preset strain amplitude.
Preferably, the first shield tail section is composed of a plurality of sections which are connected in series, and the first shield tail section is hoisted to the first shield starting section to form the first direction shield machine together with the first shield head section, and the first direction shield machine comprises:
determining the number of sections of a first shield tail section which is hung down to a first shield starting interval at a time according to the size of a starting well;
at least one section of the first shield tail section is hoisted downwards to a first shield starting interval so as to be connected with at least one section before the first shield head section or the first shield tail section;
when all the segments of the first shield tail section are hoisted downwards and moved into the first shield starting interval, the first shield head section and the first shield tail section form a first direction shield machine.
Preferably, the second shield tail section is composed of a plurality of sections connected in series, and the second directional shield machine composed of the second shield tail section moved to the second shield originating section and the second shield head section includes:
moving at least one segment of the second shield tail section to a second shield starting interval to be connected with at least one previous segment of the second shield head section or the first shield tail section;
and when all the segments of the second shield tail section are moved into the second shield starting interval, the second shield head section and the second shield tail section form a second direction shield machine.
Preferably, the hoisting the first shield segment and the second shield tail segment to the first tunneling section comprises:
determining the number of sections of a first section and/or a second section of the first shield which are/is hung down to a first tunneling section at a time according to the size of the starting well;
and sequentially downwards hanging a plurality of trolleys of the second shield tail section and the shield body of the second shield head section along the tail end of the second shield tail section towards the second shield head section, and moving into the first tunneling section.
Preferably, the step of hoisting the first shield initial section to the originating well and driving the first shield initial section to break away the originating tunnel portal formed by the originating tunnel portal profile in the first direction to form the first shield originating zone comprises:
arranging a first steel sleeve on a well wall where a shield body of the first shield section is in contact with an originating well;
the first shield head section is hoisted downwards and moved into the first steel sleeve;
and driving the first shield head section to tunnel along the first direction to form a first shield starting interval.
Preferably, the step of hoisting the first shield segment and the second shield tail segment to the first tunneling section comprises:
laying a second steel sleeve on a well wall where a shield body of the first section of the second shield is contacted with an originating well;
and sequentially hoisting the second shield tail section and the second shield head section downwards to the first tunneling section along the tail end of the second shield tail section towards the second shield head section, and moving the second shield head section into the second steel sleeve.
Drawings
FIG. 1 is a schematic cross-sectional view of a preferred embodiment of a regional shield launching and receiving construction method according to the present invention;
fig. 2 is a second cross-sectional view of a regional shield launching and receiving construction method according to a preferred embodiment of the present invention;
FIG. 3 is a third schematic cross-sectional view of a regional shield launching and receiving construction method according to a preferred embodiment of the present invention;
FIG. 4 is a fourth schematic cross-sectional view of a regional shield launching and receiving construction method according to a preferred embodiment of the present invention;
FIG. 5 is a fifth schematic cross-sectional view of a sectional shield launching and receiving construction method according to a preferred embodiment of the present invention;
fig. 6 is an installation schematic diagram of the stress detection device of a preferred embodiment of the invention when the stress detection device is arranged in a shield tunneling section.
List of reference numerals
10: an originating well; 20: a first direction shield machine; 30: a second direction shield machine; 40: an originating station; 50: connecting a pipeline; 70: a reaction frame; 201: a first shield head section; 202: a first shield tail section; 301: a second shield head section; 302: a second shield tail section; 601: a first steel casing; 602: a second steel casing.
Detailed Description
The following detailed description is made with reference to the accompanying drawings.
It should be understood that the "first direction" in the embodiment of the present invention may refer to a north direction, a south direction, or any one of a left direction and a right direction, and the "second direction" may also refer to a north direction, a south direction, or any one of a left direction and a right direction, and the "first direction" and the "second direction" may preferably be two directions opposite to each other. In addition, for convenience of understanding, specific references to "a first direction" and/or "a second direction" in the embodiments should not be construed as limiting the invention, but the "first direction" and/or "the second direction" may be changed according to actual reference orientation.
The invention provides a regional shield launching and receiving construction method which can be particularly applied to launching of a shield machine in at least two different directions in the same narrow launching well. Specifically, as shown in fig. 1 to 6, the construction method includes:
the first shield initial section 201 is hoisted downwards to the starting well 10, and the first shield initial section 201 is driven to excavate the soil body to be excavated along the first direction so as to form a first shield starting interval;
a first shield tail section 202 connected with the first shield head section 201 through a connecting pipeline 50 is hoisted downwards to a first shield starting interval, and the first shield tail section 202 is installed and connected to the tail end of the first shield head section 201 to form a first direction shield machine 20 in a combined mode;
driving the first-direction shield tunneling machine 20 to excavate in a first direction to form a first excavation section;
when the first-direction shield tunneling machine 20 is driven in the first direction to excavate the first excavation zone to a preset length, the second shield initial section 301 and the second shield initial section 302 are hoisted downwards to the first excavation zone, wherein the preset length is not less than the total length of the second shield initial section 301 and the second shield initial section 302 after being connected with each other;
driving a first section 301 of a second shield to excavate a soil body to be excavated along a second direction so as to form a second shield originating interval;
the second shield tail section 302 connected to the second shield head section 301 through the connection line 50 is moved into the second shield originating section, and the second shield tail section 302 is installed and connected to the tail end of the second shield head section 301 to be combined to form the second direction shield machine 30.
For ease of understanding, the first direction may be a north direction and the second direction may be a south direction.
According to a preferred embodiment, the first direction shield machine 20 and the second direction shield machine 30 can generally adopt shield machines with the same specification, and before the first direction shield machine 20 or the second direction shield machine 30 is hoisted downwards, the shield machines are generally required to be disassembled, and the shield machine segments are connected by using the connecting pipeline 50. In particular, when the shield machine is split, the specific length of the split shield machine segment can be determined according to the size of the originating well 10 at the construction site, so that the first segment and the last segment of each shield machine can enter and be accommodated in the originating well 10. For example, the shield body of the first direction shield machine 20 and at least one trolley may constitute a first shield leading section 201, and the remaining trolleys may constitute a first shield trailing section 202.
According to a preferred embodiment, the first shield tail section 202 is lifted down into the first shield starting section to be connected with the first shield head section 201 to form the first direction shield machine 20 when the length of the first shield starting section excavated by the first shield head section 201 along the first direction reaches a first threshold value, and the first threshold value is at least the length capable of completely accommodating the first shield tail section 202. On the other hand, the second shield end section 302 is moved from the first shield start section into the second shield start section only when the length of the second shield start section excavated by the second shield first section 301 in the second direction reaches a second threshold value, which is at least the length capable of completely accommodating the second shield end section 302.
Preferably, the first shield tail section 202 and/or the second shield tail section 302 may also be segmented again, so as to hang down or move into at least one segment to the corresponding shield starting section as the shield head sections connected with each other respectively tunnel the shield starting section to at least one segment capable of completely accommodating the shield tail section along the preset direction, and hang down or move the remaining segments of each shield tail section into the corresponding shield starting section along with the continuous propulsion of each shield head section.
According to a preferred embodiment, the connecting line 50 for connecting the shield head section and the shield tail section is generally composed of a cable line, a water pipe, an oil pipe, an air pipe and the like.
According to a preferred embodiment, when installing the connecting shield initial section and the shield end section in the first shield initiation section and/or the second shield initiation section, the connecting line 50 between the shield initial section and the shield end section needs to be removed.
According to a preferred embodiment, the method for starting and receiving construction of the regional shield provided by the invention, as shown in fig. 1, first, the first shield head section 201 is hoisted downwards into the starting well 10, and the first shield head section 201 is driven to start tunneling along the first direction.
According to a preferred embodiment, as shown in fig. 2, after the first shield head section 201 is excavated along the first direction and forms a first shield starting section with a certain length, the first shield tail section 202 is lifted downwards into the first shield starting section and connected with the first shield head section 201 to form the first direction shield machine 20, so that the completely assembled first direction shield machine 20 can continue to excavate along the first direction to form the first excavation section.
According to a preferred embodiment, as shown in fig. 3, when the first direction shield machine 20 tunnels the first excavation zone to a preset length in the first direction, the second shield leading section 301 and the second shield trailing section 302 are hoisted down and moved into the first excavation zone.
According to a preferred embodiment, as shown in fig. 4 and 5, the second shield head section 301 is driven to tunnel in the second direction, and after the second shield head section 301 tunnels in the second direction and forms a second shield starting section with a certain length, the second shield tail section 302 is moved from the first tunneling section into the second shield starting section and connected with the second shield head section 301 to form the second direction shield machine 30, so that the completely assembled second direction shield machine 30 can tunnel in the second direction to form the second tunneling section.
According to a preferred embodiment, the first shield head section 201 and the first shield tail section 202 can be connected through a connection pipeline 50, so that when the first shield head section 201 and the first shield tail section 202 are not installed and connected in the first shield starting section, the connection pipeline 50 can be used for supplying energy to the first shield head section 201 and matching other functions, so that the first shield head section 201 with smaller specification or power can smoothly enter the starting well 10 and can be tunneled in the first direction.
According to a preferred embodiment, the first shield segment 301 and the second shield segment 302 are connected by the connecting line 50, so that the first shield segment 301 can independently complete the initial tunneling along the second direction, and besides the corresponding energy supply and function cooperation are provided by the connecting line 50, the second shield segment 302 can be prevented from interfering with the excavation work of two lines, that is, the second shield segment 302 occupies the initial well 10, so that the tunneling along the first direction is obstructed and the waste material generated by the tunneling along the second direction cannot be transported out from the initial well 10.
According to a preferred embodiment, each of the first shield tail section 202 and the second shield tail section 302 may be composed of a plurality of segments connected in series, and before the first shield tail section 202 or the second shield tail section 302 is hoisted or moved to the corresponding shield starting section to be connected with the corresponding shield head section to form a complete shield machine, the method may include:
several segments of the first shield tail section 202 or the second shield tail section 302 are sequentially hung or moved downwards into the corresponding shield starting interval, and are connected with the first shield section 201 or the second shield section 301 which is positioned in the shield starting interval and connected with the first shield section or the second shield section 301 through the connecting pipeline 50, or the segment of the previous first shield tail section 202 or the second shield tail section 302 in an installing manner, when all the segments of the first shield tail section 202 or the second shield tail section 302 are hung or moved downwards into the corresponding shield starting interval, the first shield section 201 or the second shield section 301 and the corresponding shield sections are assembled to form a complete shield machine.
In particular, when the length of the connecting line 50 is not long enough to support the sequential downward hanging or moving of all the segments of the first shield tail section 202 or the second shield tail section 302 into the corresponding shield initiation section, the first shield tail section 202 or the second shield tail section 302 may also be disassembled, i.e., each time the corresponding shield head section excavates the corresponding shield initiation section in the heading direction to at least one segment capable of accommodating the first shield tail section 202 or the second shield tail section 302, the corresponding shield head section is hung or moved into one segment into the corresponding shield initiation section, and so on until all the segments of the first shield tail section 202 or the second shield tail section 302 are hung or moved into the corresponding shield initiation section. Therefore, the first shield head section 301 or the second shield head section 301 can be hoisted or moved into the first shield tail section 202 and the second shield tail section 302 in a segmented manner without excavating the corresponding shield starting section to a length capable of completely accommodating all the segments of the first shield tail section 202 and the second shield tail section 302, so that the tunneling work of the first shield head section 201 or the second shield head section 301 is prevented from being delayed.
According to a preferred embodiment, the step of hoisting the first shield tail section 202 down to the first shield starting section and installing and connecting the first shield head section 201 to form the first direction shield tunneling machine 20 comprises: the first direction shield machine 20 is formed by sequentially hanging a plurality of trolleys downwards to the starting well 10 from the head end to the tail end of the first shield tail section 202, moving the trolleys into a first shield starting interval from the starting well 10 along a first direction, and sequentially connecting the first shield head section 201 and the plurality of trolleys of the first shield tail section 202 in series. Preferably, during actual hoisting, the number of trolleys which are hoisted and moved into the first shield launching zone at one time can be selected according to the size of the originating well 10, and the size of the originating well 10 is ensured to be larger than the total length of the hoisting trolleys.
According to a preferred embodiment, the step of hoisting down and moving the first shield segment 301 and the second shield segment 302 into the first excavation zone comprises: and sequentially hanging the trolley of the second shield tail section 302 and the shield body of the second shield head section 301 downwards from the tail end of the second shield tail section 302 to the second shield head section 301, and moving into the first tunneling section. Likewise, the number of trolleys that are lowered and moved into the second shield tail section 302 within the first heading interval at one time may be selected according to the size of the originating well 10, i.e. to ensure that the size of the originating well 10 is greater than the total length of the lowered trolleys.
According to a preferred embodiment, before the first shield start section 201 is hoisted down into the starting well 10 to drive the first shield start section 201 to tunnel in the first direction to form the first shield starting interval, the method further comprises: an origination station 40 is constructed at the bottom of origination well 10.
According to a preferred embodiment, hoisting a first shield start section 201 down into the originating well 10 and driving it in a first direction to form a first shield originating interval comprises:
arranging a first steel sleeve 601 at the well wall where the shield body of the first shield head section 201 is contacted with the originating well 10;
the first shield head section 201 is hoisted downwards and moved into the first steel sleeve 601;
a first shield start segment 201 is driven in a first direction to form a first shield launch interval.
According to a preferred embodiment, before the first shield tail section 202 is hoisted down to the first shield originating section to be combined with the first shield tail section 202 to form the first direction shield tunneling machine 20, the method comprises: the first steel sleeve 601 is removed.
In particular, the first steel sleeve 601 is removed to avoid the first steel sleeve 601 interfering with the lowering of the first shield tail section 202.
According to a preferred embodiment, the step of hoisting down and moving the first shield segment 301 and the second shield segment 302 into the first excavation zone comprises:
arranging a second steel sleeve 602 on the well wall where the shield body of the second shield head section 201 is contacted with the originating well 10;
and sequentially hoisting the second shield tail section 302 and the second shield head section 301 downwards to the second shield head section 301 along the tail end of the second shield tail section 302 to the first tunneling section, and moving the second shield head section 301 into the second steel sleeve 602.
Specifically, the first steel sleeve 601 and the second steel sleeve 602 are used for ensuring the airtight starting of the first shield section 201 and the second shield section 301, so that the phenomenon that interlayer stagnant water permeates into the working table from the gap of the tunnel portal to cause the collapse of the soil body of the working table is avoided. And preferably, the centers of the first steel sleeve 601 and the second steel sleeve 602 coincide with the center line of the tunnel to be excavated. Further, a reaction frame 70 for providing a driving power for the first shield head section 201 and the second shield head section 301 is generally provided at a side of the first steel sleeve 601 and the second steel sleeve 602 away from the driving direction.
According to a preferred embodiment, before moving the second shield tail section 302 into the second shield start zone along the second direction to form the second direction shield tunneling machine 30 in combination with the second shield head section 301, the method comprises: the second steel sleeve 602 is removed.
According to a preferred embodiment, between the first shield head section 201 or the second shield head section 301 is hoisted to the starting well and driven to tunnel along the preset direction to form the corresponding shield starting interval and/or tunneling interval, the method further comprises the following steps:
an originating portal profile of the tunnel to be excavated and a first construction profile matching the originating portal profile are marked on the originating structural walls of the originating well 10 in the first and second directions, respectively, wherein the first construction profile surrounds the originating portal profile and has a first distance from the originating portal profile. Specifically, the starting portal outline surrounding area is a starting portal, the first construction outline surrounding area is a starting portal reinforcing area, and the starting portal reinforcing area can be reinforced through a horizontal deep hole grouting method.
According to a preferred embodiment, the first shield head section 201 or the second shield head section 301 is driven to break the starting tunnel portal to form corresponding shield starting sections along respective preset excavation directions, and after the first direction shield machine 20 and the second direction shield machine 30 respectively excavate the tunnel to be excavated along the preset directions, shield receiving work needs to be performed on the first direction shield machine 20 and/or the second direction shield machine 30. Specifically, the shield receiving of the first direction shield tunneling machine 20 and/or the second direction shield tunneling machine 30 may include:
a receiving portal contour of the tunnel to be excavated and a second construction contour matching the receiving portal contour are marked on a receiving end structure wall of a receiving well (not shown), wherein the second construction contour surrounds the receiving portal contour and has a second distance from the receiving portal contour. Specifically, the receiving portal outline surrounding area is a receiving portal, the second construction outline surrounding area is a receiving portal reinforcing area, and the receiving portal reinforcing area can be reinforced by a horizontal deep hole grouting method. Further, as described above, when receiving the shield, it is necessary to install a steel sleeve for reception in the receiving well, which is the same as the first steel sleeve 601 and/or the second steel sleeve 602, that is, the steel sleeve for reception is disposed at the well wall where the shield body of the first shield segment 201 or the second shield segment 301 contacts the receiving well, and the steel sleeve for reception can be fixed to the receiving end structure wall, so that the receiving portal is broken from the tunnel by the first direction shield machine 20 and/or the second direction shield machine 30, thereby completing shield reception.
According to a preferred embodiment, after the first direction shield machine 20 and/or the second direction shield machine 30 respectively breaks the receiving tunnel doors, the first direction shield machine 20 and the second direction shield machine 30 may be first separated in the respective driving sections, so as to at least first move the first shield segment 201 and the second shield segment 301 out of the respective driving sections into the corresponding receiving wells and lift them out. Further, the method is carried out. According to the size of each receiving well, the number of trolleys of the first shield tail section 202 and the second shield tail section 302 lifted out of the receiving well at each time can be determined, namely the size of the receiving well is ensured to be larger than the total length of the trolleys.
According to a preferred embodiment, the originating reinforcing area and the receiving reinforcing area are reinforced by a deep hole grouting method, so that when structures such as pipelines and pipe galleries exist near the originating reinforcing area and the receiving reinforcing area, soil body reinforcement can be directly performed without moving and modifying the structures such as the existing pipelines and pipe galleries, and construction efficiency is improved.
According to a preferred embodiment, the first and second spacing are set at least as a function of the diameter of the tunnel to be excavated, which spacing determines the reinforcement strength of the corresponding reinforcement zone with respect to the tunnel portal. For example, when the first spacing is 1m, a first construction profile is marked at a position 1m away from the periphery of the initial tunnel portal profile, the surrounding area of the first construction profile is an initial reinforcing area, deep hole grouting reinforcement is performed on the initial reinforcing area, and effective support can be provided for a subsequent shield tunneling machine to dig a tunnel.
According to a preferred embodiment, reinforcing the initial or receiving reinforcement area using horizontal deep hole grouting comprises: the method comprises the steps of taking the center of a corresponding construction contour as a starting point in an initial reinforcing area or a receiving reinforcing area, arranging a plurality of reinforcing lines in parallel with the construction contour, marking a plurality of embedded points on each reinforcing line at intervals, drilling a guide hole with a certain depth on the embedded points and the starting point to insert a grouting pipe section through the guide hole, injecting pressurized fluid (such as high-pressure water) into the guide hole through the grouting pipe section to impact the guide hole to the preset depth to form a grouting hole, immersing the grouting pipe section into the guide hole, then inserting at least one other grouting pipe section into the guide hole, and so on until the number of the inserted grouting pipe sections reaches a certain number to connect into a grouting pipe, and injecting concrete slurry into the grouting hole through the grouting pipe until the grouting pressure reaches the preset pressure value.
According to a preferred embodiment, in the prior art, when the shield machine is suspended into the starting well and driven to tunnel along a preset direction to form a tunneling tunnel, in order to ensure that the tunneling direction of the shield machine is maximally attached to a preset tunneling line, so as to avoid tunneling accidents (for example, the shield machine deviates from a preset path and touches hard rock to damage a cutter head of the shield machine, or the shield machine accidentally excavates to an unplanned stratum to cause phenomena of sand flowing and water flowing, and seriously causes surface subsidence, collapse, and segment water leakage, etc.) during tunneling of the shield machine, thereby ensuring the tunneling efficiency, and simultaneously ensuring that receiving of the shield machine can be successfully completed according to the preset path and direction, generally, the shield machine is provided with a monitoring device for monitoring pressure including but not limited to the cutter head and an oil cylinder, cutter head torque, cutter head rotating speed, cutter head rotating angle, tunneling speed of the shield machine, and the like, In addition, in the continuous tunneling process of the shield tunneling machine, a plurality of monitoring points are usually arranged on the surface of the stratum of the tunnel to be tunneled so as to monitor the surface subsidence value in real time, thereby being capable of adjusting the tunneling process of the underground tunnel in time according to the ground subsidence condition, in particular to the tunneling direction, the tunneling speed, the tunneling mode and the like of the shield tunneling machine.
According to a preferred embodiment, during the continuous tunneling process of the shield machine, the surface subsidence change and the stress change of the surrounding soil layer have important influences on the tunneling of the shield machine and whether the shield machine is successfully received at the predetermined receiving well, especially for the rock-soil body in the underground space to be tunneled, the rock-soil body will receive the stress from any position, and the stress usually depends on the external load which the rock-soil body is bearing and has been previously bearing, therefore, before the shield machine formally starts the tunneling task, the initial stress of the tunnel to be tunneled is usually required to be determined in advance (for example, in the case that the geological environment parameters are known, the simulation calculation is carried out by tunnel engineering simulation software), however, the determination of the initial stress is far less sufficient for ensuring the safety of the shield tunneling because the stress can be continuously changed along with the continuous tunneling of the shield machine, when the situation that the stress change exceeds the expectation is realized only when a collapse accident happens, for example, the significance is no longer obtained, so that the real-time monitoring and determining of the stress change of the peripheral rock-soil body in the excavation route of the shield tunneling machine along with the continuous excavation of the shield tunneling machine are very important.
According to a preferred embodiment, in order to ensure the safety of the shield tunneling machine during the tunneling process and to ensure that the shield tunneling machine can be successfully received at the determined receiving well, a plurality of stress measuring devices are arranged in the tunneling section corresponding to each of the first direction shield machine 20 and the second direction shield machine 30 along the extending direction of the tunneling section. In particular, a plurality of stress measuring devices are deployed in the circumferential direction of the excavation zone or excavation tunnel for determining strain data from different directions relative to each other, and stress variations of the earth mass in the circumferential direction of the excavation tunnel may be measured based on the determined strain data by an external processor communicatively connected to the stress measuring devices. Preferably, the stress measuring device may be, for example, a borehole extensometer, which may comprise a plurality of spaced apart anchor points for measuring strain values at different points.
According to a preferred embodiment, the present invention provides a system for monitoring stress changes of rock and earth mass around a shield tunneling section in real time during continuous tunneling of a shield machine, the system comprising a plurality of stress measuring devices arranged in different angles and directions from each other in the circumferential direction of the shield tunneling section, and an external controller for receiving strain data monitored by the stress measuring devices and calculating stress changes according to the strain data, as shown in fig. 6, which shows a schematic structural view of the stress measuring devices of the present invention when arranged in the circumferential direction of a tunneling tunnel. Specifically, when the stress change in the plane needs to be determined, at least three stress measuring devices (801, 802, 803) are arranged on the circumference of the tunneling tunnel in a mode of having different included angles relative to the horizontal plane, so that strain data from at least three paths different from each other are obtained; when it is desired to determine the stress variation in three-dimensional space, at least three stress measuring devices (801, 802, 803) may be formed as a set of independent stress measuring units, and at least two sets of independent stress measuring units (80, 81) formed by each of at least six stress measuring devices may be arranged symmetrically with respect to each other along the direction of extension of the tunnelling tunnel to obtain strain data from at least six paths which differ from each other. Particularly preferably, in order to accurately know the stress change of the circumferential rock-soil body in the whole shield tunneling process, a plurality of groups of stress measurement units which are symmetrically arranged by a plurality of stress measurement devices can be arranged along the extending direction of the tunneling tunnel at intervals so as to obtain the strain data of the rock-soil body near a plurality of monitoring sections of the tunneling tunnel.
According to a preferred embodiment, the stress measuring devices are arranged at an angle to each other to enable strain data from different directions to be obtained, the number of stress measuring devices and the angles between them being determinable by an engineer from pre-simulated construction results of the tunnelling project and associated geotechnical body structure and/or condition parameters related to at least mechanical changes. Further, as shown in fig. 6, in some alternative arrangements, any two adjacent stress measuring devices may be disposed at an angle of 30 degrees relative to each other, for example, and any one of the stress measuring devices may be disposed at an angle relative to the horizontal, with this arrangement ensuring that strain data from different directions can be obtained.
According to a preferred embodiment, the external controller may calculate the stress variation of the tunnelling tunnel circumferential rock mass from strain data from various directions monitored by the stress measuring unit (80, 81). Specifically, the external controller may obtain strain data from displacement and/or angular displacement data from one or more directions of at least one or more borehole extensometers and calculate a stress state or stress state change of the circumferential earth mass based on the obtained strain data.
Specifically, the calculation process of the external controller includes, for example, using multiple linear regression, and the dependent variable in the multiple linear regression equation is the determined stress state and the independent variable is the stress component. Further, the stress state change of the tunneling tunnel circumferential rock-soil body can be calculated according to known strain data from all directions by combining mathematical modeling, and common mathematical model methods include but are not limited to a limiting method, a finite difference method, a boundary element method, a discrete element method and the like. In addition, the external controller can reversely calculate the initial stress state corresponding to rock-soil bodies in different tunneling sections according to a plurality of strain data from different point positions obtained during shield tunneling.
According to a preferred embodiment, the stress measurement system provided by the invention can acquire the stress change of the rock-soil body in the tunneling section in real time, so that the safety of shield tunneling can be improved, particularly, the continuous accumulation of the strain of the rock-soil body can possibly cause great construction risks along with the continuous advancing of the shield tunneling machine in a tunnel, the shield tunneling machine is prevented from smoothly breaking a receiving tunnel portal and being received, the working state of the shield tunneling machine can be timely adjusted by monitoring the stress state of the surrounding rock-soil body in real time, and when the shield tunneling machine is constructed in an area with the same or similar geological environment in the future, the shield tunneling process can be adjusted or optimized in advance according to the known stress state change which possibly occurs.
According to a preferred embodiment, the system may preferably comprise an alarm device for risk indication, which alarm device may emit an alarm signal in the form of an audio-visual signal when the stress variation of the rock-soil mass within the tunnelling section exceeds a threshold value.
According to a preferred embodiment, in the prior art, when the stress change of the rock-soil body in the shield tunneling section is detected by the stress measuring device, the stress measuring device usually acquires corresponding variable data continuously or at specific time intervals according to a fixed sampling period, when the stress state of the rock-soil body in the shield tunneling section has obvious abnormal change or exceeds an acceptable strain range, the shield tunneling section deforms and collapses to further cause a risk of a safety accident to suddenly increase, and the stress measuring device usually acquires corresponding strain data only at a preset sampling node, and the external controller can calculate and judge the stress of the rock-soil body only when receiving the corresponding strain data, so that when the stress change of the rock-soil body around the shield tunneling section has abnormal change, a certain hysteresis exists in a conventional monitoring and judging mode, particularly under the condition that the delayed transceiving effect is continuously accumulated, the error between the actual stress change and the expected change can be several times, and the hysteresis monitoring error is extremely unfavorable for determining the stress change of the rock and soil mass in real time so as to optimize and adjust the shield tunneling process in time and ensure the shield construction safety.
According to a preferred embodiment, in the present invention, the sampling period of any one stress measuring device may be set based on a preset strain amplitude corresponding to the stress variation of the rock-soil mass, that is, in the process of detecting strain data from different directions by a plurality of stress measuring devices or stress measuring units, the stress variation information related to time in the shield tunneling section is detected and transmitted by the stress measuring devices or stress measuring units with the preset strain amplitude of at least a part of the rock-soil mass corresponding to any one stress measuring device or stress measuring unit as a start event.
Specifically, the preset strain amplitude can be set by engineering designers according to engineering experience values or measured values based on tunnel engineering simulation, for example, for a shield tunneling section with a known geological environment, the stress change process of a circumferential rock-soil body in the tunneling process of a shield tunneling machine can be simulated through software, the stress state change of the rock-soil body is calculated by combining a mathematical model and multivariate linear regression analysis, and a corresponding change curve of stress and time correlation is formed, so that the preset strain amplitude can be set according to the theoretical change trend of the stress of the rock-soil body.
According to a preferred embodiment, the time consumed by each single preset strain amplitude of the rock-soil mass corresponding to different sections of the shield tunneling section is the sampling period of at least one stress measuring device corresponding to the part of the rock-soil mass. Particularly preferably, when the stress change of the rock-soil mass is accelerated or decelerated, the time consumed for the rock-soil mass to generate a single preset strain amplitude is also changed. Further, the ratio of the sampling period of the stress measuring device to the preset strain amplitude can be used for representing the stress change rate of at least part of the rock-soil body corresponding to the stress measuring device, so that the stress change rate of each rock-soil body along the extending direction of the shield tunneling section can be obtained, and the larger the ratio is, the slower the stress change rate of the rock-soil body is, namely, the longer the time taken for each rock-soil body to generate a single preset strain amplitude is, and otherwise, the faster the stress change rate of the rock-soil body is, namely, the shorter the time taken for each rock-soil body to generate a single preset strain amplitude is.
According to a preferred embodiment, when the stress change rate of the rock-soil mass is reduced, the stress detection device can reduce the frequency and the data volume of monitoring data transmitted to the external controller, so that the delay generated in the data transmission interaction process is reduced on the basis of reducing the data interaction volume, the analysis and calculation process of the stress change of the rock-soil mass by the external controller is more timely and smooth, particularly when the stress of the rock-soil mass abnormally changes, the abnormal change condition can be responded timely, the shield construction safety can be ensured by optimizing and adjusting the tunneling process of the shield tunneling machine, and the starting and receiving of the shield tunneling machine are further ensured.
According to a preferred embodiment, as the shield machine continues to advance along the shield driving section, the stress variation of the rock-soil mass at the monitoring sections along the extension direction of the shield driving section is different, and the risks that each stress variation may cause are also quite different, especially the stress variation generated by the earlier excavated part is transmitted to the rock-soil mass to be excavated subsequently or in the excavated part along with the advance of the shield machine through the adjacent rock-soil mass, and the stress variation generally increases or accelerates continuously at least in the longitudinal direction of the shield driving section along with the continuous advance of the shield machine. Preferably, in the present invention, sampling periods of at least one stress measurement device corresponding to the rock-soil mass at the plurality of monitoring sections extending longitudinally along the shield tunneling section may be different from each other, and then corresponding preset strain amplitudes are also different.
According to a preferred embodiment, engineering designers can set different stress change intervals for rock-soil bodies at each position of a shield tunneling interval according to tunnel engineering requirements, and set different preset strain amplitudes for the stress change intervals, so as to adjust the stress monitoring frequency of the stress detection device on the rock-soil bodies in time along with the stress change of the rock-soil bodies, thereby improving the timeliness of monitoring the stress of the rock-soil bodies. Particularly preferably, the initial sampling period of the at least one stress measuring device may be continuously reduced along the extending direction of the shield driving section, that is, in the driving direction, the initial sampling period of the at least one stress measuring device relatively close to the rear section of the shield driving section may be smaller than the initial sampling period of the at least one stress measuring device at the front section thereof, so as to adapt to the state that the stress change of the rock-soil body at the front section is continuously increased or accelerated along with the continuous advancing of the shield machine at least in the longitudinal direction of the shield driving section, thereby at least increasing the monitoring frequency of the stress change of the rock-soil body at the rear section of the shield driving section.
Particularly, along with the continuous change of the stress of the rock-soil body, particularly when the stress of the part of the rock-soil body exceeds a receivable stress change range, the possibility of safety accidents caused by unstable collapse of the shield tunnel is higher, so that along with the continuous increase of the difference value between the stress of the rock-soil body and a standard threshold value or a standard range, the preset strain amplitude of the stress detection device can be linearly/nonlinearly reduced to shorten the corresponding sampling period, the stress detection device can monitor the stress of the rock-soil body more frequently, the stress change of each rock-soil body can be timely known, particularly in the process of the continuous increase of the stress change, the shield tunneling process can be timely optimized and adjusted according to the stress change to deal with the stress change of the rock-soil body, and the safety of the shield tunneling engineering is ensured.
Preferably, in the process of the continuous change of the stress of the rock-soil mass, the sampling period of the stress detection device is shortened, so that the frequency of analyzing and judging the stress change of the rock-soil mass by the external controller is more intensive and frequent, the stress change state of the rock-soil mass can be timely obtained, and the working mode or working mode of the shield machine is timely adjusted, so that the shield machine can be ensured to be maximally attached to an expected route for tunneling and complete receiving; on the other hand, the stress detection device can be timely adjusted to monitor the stress change of the rock-soil body according to the stress change of the rock-soil body, so that the monitoring frequency of the stress change of the rock-soil body is more reasonable and accurate. Particularly, for the condition that the stress change of the rock-soil mass is slow or the difference value between the stress change of the rock-soil mass and the standard threshold value is small, frequent monitoring may not be necessary, because the data interaction amount is increased, the calculation resources are occupied, and delay is generated, and meanwhile, a certain amount of pseudo data is generated due to too much data output, and the pseudo data may affect the analysis and calculation result of the external controller on the stress change of the rock-soil mass, further affect the optimization and adjustment of the working state of the shield machine, and finally may affect the tunneling efficiency and the tunneling safety of the shield machine.
It should be noted that the above-mentioned embodiments are exemplary, and that those skilled in the art, having benefit of the present disclosure, may devise various arrangements that are within the scope of the present disclosure and that fall within the scope of the invention. It should be understood by those skilled in the art that the present specification and figures are illustrative only and are not limiting upon the claims. The scope of the invention is defined by the claims and their equivalents. The present description contains several inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally", each indicating that the respective paragraph discloses a separate concept, the applicant reserves the right to submit divisional applications according to each inventive concept.
Claims (10)
1. A section shield launching and receiving construction method is characterized by comprising the following steps:
marking an initial portal outline of a tunnel to be excavated and a first construction outline of a gap surrounding the initial portal outline on initial end structure walls at two ends of an initial well (10) along a first direction and a second direction, and performing deep hole grouting on an initial portal reinforcement area surrounded and formed by the first construction outline;
the method comprises the steps of hanging a first shield initial section (201) down to an originating well (10), and driving the first shield initial section (201) to break an originating tunnel portal formed by surrounding of the originating tunnel portal outline in a first direction to form a first shield originating section;
a first shield tail section (202) is hoisted downwards to the first shield starting section to form a first direction shield machine (20) together with the first shield head section (201), and the first direction shield machine (20) is driven to tunnel along a first direction to form a first tunneling section;
when the section length of the first tunneling section is not less than the total length of the first shield head section (301) and the second shield tail section (302), the first shield head section (301) and the second shield tail section (302) are hoisted downwards to the first tunneling section;
and driving the first section (301) of the second shield to break the starting tunnel portal along a second direction to form a second shield starting interval, moving the tail section (302) of the second shield to the second shield starting interval and the first section (301) of the second shield to form a second direction shield machine (30), and enabling the second direction shield machine (30) to tunnel along a second direction to form a second tunneling interval.
2. The method of claim 1, further comprising receiving the first direction shield machine (20) and the second direction shield machine (30) within a receiving well after driving the first direction shield machine (20) and the second direction shield machine (30) to excavate the tunnel to be excavated in the first direction and the second direction, respectively, and the receiving comprises:
marking a receiving portal outline of a tunnel to be excavated and a second construction outline which is formed by surrounding the receiving portal outline in a clearance mode on a receiving end structure wall of a receiving well, and performing deep hole grouting on an initial portal reinforcing area formed by surrounding the second construction outline;
when the first direction shield machine (20) and/or the second direction shield machine (30) breaks a receiving tunnel portal formed by the receiving tunnel portal outline in an enclosing mode, the first direction shield machine (20) and/or the second direction shield machine (30) are/is detached in the respective tunneling sections;
moving the first shield head (201) and/or the second shield head (301) to the receiving well and hoisting out the first shield head (201) and/or the second shield head (301);
and according to the size of the receiving well, the first shield tail section (202) and/or the second shield tail section (302) are/is moved into the receiving well in a segmented and sequential mode and lifted out.
3. The method of claim 1 or 2, wherein the deep hole grouting comprises:
arranging a plurality of reinforcement lines parallel to a first construction profile with the center of the first construction profile as a starting point in the initial reinforcement area;
marking a plurality of embedded points on the reinforcing line at intervals, and drilling guide holes on the embedded points and the initial point so as to insert at least one grouting pipe section through the guide holes;
injecting pressurized fluid through the grouting pipe section to impact the guide hole to a preset depth to form a grouting hole, and immersing the grouting pipe section into the guide hole;
inserting at least another grouting pipe section into the guide hole until the plurality of grouting pipe sections are connected to form a grouting pipe;
and injecting concrete slurry into the grouting hole through the grouting pipe until the grouting pressure reaches a preset pressure value.
4. A method according to any one of claims 1 to 3, further comprising, prior to driving the first direction shield machine (20) and the second direction shield machine (30) to advance to form respective corresponding heading sections:
a plurality of groups of stress detection units which are oppositely arranged relative to the longitudinal direction of the tunneling section are distributed along the extending direction of the tunneling section in a clearance mode, and each stress detection unit comprises a plurality of stress detection devices which are arranged around the circumferential direction of the first tunneling section and/or the second tunneling section and have preset included angles;
obtaining strain data which are from different directions and are related to the stress change of the rock-soil body of at least one partial section of the tunneling section through a plurality of stress detection devices which are included in the stress detection units corresponding to the partial section and have preset included angles with each other;
the external controller calculates a three-dimensional stress variation of the segmental geotechnical body based on strain data from different directions, which are associated with at least the segmental geotechnical body stress variation.
5. The method according to any one of claims 1 to 4, wherein the sampling period of the stress detection means is set in such a manner that the preset strain amplitude of at least a portion of the rock-soil mass corresponding to the stress detection means is correlated, and the preset strain amplitude employed by the stress detection means for detecting the stress variation of the rock-soil mass can be linearly/non-linearly reduced with an increase in the difference between the actual stress of the rock-soil mass and the set threshold value, so as to shorten the sampling period corresponding to the preset strain amplitude.
6. The method according to any one of claims 1 to 5, wherein the first shield tail section (202) is composed of a plurality of segments connected in series, and the step of lowering the first shield tail section (202) to the first shield start section to form the first directional shield machine (20) with the first shield start section (201) comprises:
determining the number of segments of the first shield tail section (202) which is hoisted to the first shield launching interval in a single time according to the size of the originating well (10);
-lowering at least one segment of the first shield tail section (202) to the first shield launch interval for connection with at least a previous segment of the first shield head section (201) or the first shield tail section (202);
when all the segments of the first shield tail section (202) are hoisted downwards and moved into the first shield starting interval, the first shield head section (201) and the first shield tail section (202) form a first direction shield machine (20).
7. The method according to any one of claims 1 to 6, wherein the second shield tail section (302) is composed of a plurality of segments connected in series, and the moving the second shield tail section (302) to the second shield originating section and the second shield leading section (301) to form the second directional shield machine (30) comprises:
moving at least one segment of the second shield tail section (302) to the second shield launch interval to connect with at least a previous segment of the second shield start section (301) or the first shield tail section (302);
when all the segments of the second shield tail segment (302) are moved into the second shield starting interval, the second shield head segment (301) and the second shield tail segment (302) form a second direction shield machine (30).
8. The method of any one of claims 1 to 7, wherein said lowering the second shield leading section (301) and the second shield trailing section (302) to the first tunnelling zone comprises:
determining the number of segments of the first shield segment (301) and/or the first shield segment (202) which are/is hoisted to the first tunneling interval in a single time according to the size of the originating well (10);
and sequentially and downwards hanging a plurality of trolleys of the second shield tail section (302) and a shield body of the second shield head section (301) along the tail end of the second shield tail section (302) to the direction of the second shield head section (301), and moving into the first tunneling section.
9. The method of any one of claims 1 to 8, wherein the lowering the first shield start section (201) into the originating well (10) and driving the first shield start section (201) in a first direction to break away an originating tunnel portal shaped by the originating tunnel portal profile to form a first shield originating interval comprises:
arranging a first steel sleeve (601) at the well wall where the shield body of the first shield head section (201) is contacted with the originating well (10);
the first shield head section (201) is hoisted downwards and moved into the first steel sleeve (601);
and driving the first shield head section (201) to tunnel along a first direction to form a first shield starting interval.
10. The method of any one of claims 1 to 9, wherein said lowering the second shield leading section (301) and the second shield trailing section (302) to the first tunnelling zone comprises:
arranging a second steel sleeve (602) at the well wall where the shield body of the first shield section (201) is contacted with the originating well (10);
and sequentially downwards hanging the second shield tail section (302) and the second shield head section (301) to a first tunneling interval along the direction from the tail end of the second shield tail section (302) to the second shield head section (301), and moving the second shield head section (301) into the second steel sleeve (602).
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117627669A (en) * | 2024-01-26 | 2024-03-01 | 中交一航局第三工程有限公司 | Rectangular jacking pipe construction method based on blind area advanced pilot tunnel expansion and excavation |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117627669A (en) * | 2024-01-26 | 2024-03-01 | 中交一航局第三工程有限公司 | Rectangular jacking pipe construction method based on blind area advanced pilot tunnel expansion and excavation |
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