CN112761651A - Shield tunneling construction method and backfill structure applied to same - Google Patents
Shield tunneling construction method and backfill structure applied to same Download PDFInfo
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- CN112761651A CN112761651A CN202110090661.8A CN202110090661A CN112761651A CN 112761651 A CN112761651 A CN 112761651A CN 202110090661 A CN202110090661 A CN 202110090661A CN 112761651 A CN112761651 A CN 112761651A
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- 230000005641 tunneling Effects 0.000 title claims abstract description 96
- 238000010276 construction Methods 0.000 title claims abstract description 54
- 238000005192 partition Methods 0.000 claims abstract description 70
- 239000000463 material Substances 0.000 claims abstract description 50
- 238000000034 method Methods 0.000 claims abstract description 36
- 238000009415 formwork Methods 0.000 claims description 11
- 239000004576 sand Substances 0.000 abstract description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 14
- 239000010410 layer Substances 0.000 description 27
- 239000011381 foam concrete Substances 0.000 description 18
- 239000004568 cement Substances 0.000 description 6
- 238000004140 cleaning Methods 0.000 description 6
- 230000000903 blocking effect Effects 0.000 description 5
- 239000004088 foaming agent Substances 0.000 description 5
- 239000002002 slurry Substances 0.000 description 5
- 238000012423 maintenance Methods 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 239000002356 single layer Substances 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000010438 heat treatment Methods 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000009827 uniform distribution Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a shield tunneling construction method and a backfill structure applied to the method. And arranging a partition wall in the receiving well, forming a filling space between the partition wall and the side wall where the tunnel portal is positioned, backfilling a filling material in the filling space to form a supporting structure, and plugging the tunnel portal by using the supporting structure. And then the tunnel portal is broken by the shield machine, and because the tunnel portal is plugged by using the supporting structure at the moment, water, sand and the like can be effectively prevented from flowing into the receiving well through a circular seam between the shield machine and the receiving well tunnel portal in the process of breaking the tunnel portal. When the shield machine is tunneled into the supporting structure, the supporting structure can also be used for supporting the shield machine, and the cost increase caused by the arrangement of other types of supporting structures is avoided. The method and the backfill structure can be applied to the positions of poor geological conditions around the receiving well, dense building areas or traffic main roads, ensure the safe exit of the shield tunneling machine, avoid external borrowing, effectively reduce the construction cost and save the construction period.
Description
Technical Field
The invention relates to the technical field of shield tunnel construction, in particular to a shield tunnel outlet construction method and a backfill structure applied to the shield tunnel outlet construction method.
Background
With the continuous development of urban rail transit and comprehensive pipe galleries, shield tunnel engineering is more and more, and in shield tunnel construction, when a shield machine arrives at a tunnel, if a station or a working well for receiving the shield machine is in a limestone stratum with karst cave development, a water-rich sand layer with deep burial depth and a composite stratum with a boundary of the two stratums, when the shield machine breaks a station or a working well enclosure structure, the condition of water burst and sand burst possibly occurs in a circumferential seam between the shield machine and the enclosure structure, so that the ground subsides, the damage of peripheral pipelines and the deformation of a formed tunnel can be caused seriously under the condition, and a huge safety risk exists.
Disclosure of Invention
Therefore, in order to solve the above problems, it is necessary to provide a shield tunneling construction method for avoiding water burst or sand burst during tunneling and a backfill structure applied to the method.
A shield tunneling construction method comprises the following steps:
partition walls are arranged in a receiving well, and the partition walls and side walls of a cavity door formed by the receiving well are arranged at intervals, so that a filling space is formed between the partition walls and the side walls of the cavity door;
backfilling a fill material within the fill space to form a support structure, wherein the support structure plugs the portal;
and the shield machine breaks the tunnel portal and tunnels into the supporting structure.
In one embodiment, the disposing a partition wall in the receiving well, where the partition wall and the receiving well form a side wall of a cavity door at an interval, so that a filling space is formed between the partition wall and the side wall of the cavity door, includes:
arranging the partition wall in the receiving well, wherein the partition wall and the side wall where the hole door is located are arranged at intervals, and the partition wall and the side wall opposite to the hole door are arranged at intervals, so that a filling space is formed between the partition wall and the side wall where the hole door is located; and the distance between the partition wall and the side wall where the tunnel portal is located is greater than the length of the shield body of the shield tunneling machine.
In one embodiment, the disposing a partition wall in the receiving well, where the partition wall and the side wall of the receiving well forming the hole door are disposed at an interval, so that after a filling space is formed between the partition wall and the side wall of the hole door, the method includes:
two templates are arranged in the receiving well, the two templates are oppositely arranged on two sides of the hole door at intervals, the partition wall, the two templates and the side wall where the hole door is located enclose the filling space, and the surface of one template, which is back to the other template, and the side wall of the receiving well, which is opposite to the surface of the other template, are arranged at intervals.
In one embodiment, after the disposing two templates in the receiving well, the method further includes:
and arranging a bracket in the receiving well, wherein the bracket is arranged on one side of one template opposite to the other template.
In one embodiment, after the shield tunneling machine breaks the tunnel portal and tunnels into the support structure, the shield tunneling machine further includes:
and removing the template and the bracket, and removing the filling material positioned at the non-bottom of the shield tunneling machine.
In one embodiment, the shield tunneling machine breaks the tunnel portal and tunnels into the support structure, including:
and the shield machine breaks the tunnel portal and tunnels into the support structure in an empty bin state.
In one embodiment, after the shield tunneling machine breaks the tunnel portal and tunnels into the support structure, the shield tunneling machine further includes:
the shield machine continues to dig into the support structure so that a shield tail of the shield machine enters the support structure;
and arranging a duct piece on the inner wall of the tunnel portal, and grouting a gap between the duct piece and the inner wall of the tunnel portal.
In one embodiment, the backfill material within the fill space to form a support structure comprises:
and backfilling the filling materials in the filling space in a layered pouring manner, wherein the pouring interval time of two adjacent layers of the filling materials is greater than or equal to 12 hours.
In one embodiment, the backfill height of each layer of the filling material is less than 1 m.
The backfill structure applied to the shield tunneling construction method comprises a partition wall, wherein the partition wall is used for standing in a receiving well and is arranged at intervals with a side wall where a receiving well door is located, a filling space is formed between the partition wall and the hole door and is used for backfilling a filling material to form a supporting structure, the supporting structure is used for plugging the hole door, and a shield tunneling machine can tunnel in the supporting structure.
According to the shield tunneling construction method and the backfill structure applied to the shield tunneling construction method, the partition wall is arranged in the receiving well, a filling space is formed between the partition wall and the side wall where the tunnel portal is located, filling materials are backfilled in the filling space to form the supporting structure, and the tunnel portal is plugged by the supporting structure. Then make the shield structure machine break away the portal, because the portal utilizes bearing structure to carry out the shutoff this moment, can effectively avoid at the in-process of breaking away the portal, water and sand etc. gush into in the receiving well through the circumferential weld between shield structure machine and the receiving well portal. The supporting structure can block the circular seam of the tunnel portal, and the condition of water burst and sand burst is prevented. When the shield machine is driven into the supporting structure, the supporting structure can be used for supporting the shield machine, and the cost increase caused by the arrangement of other types of supporting structures is avoided. The shield tunneling construction method and the backfill structure applied to the shield tunneling construction method can be effectively applied to the positions of the peripheral geological conditions of the receiving well, the areas with dense buildings or the positions of traffic main roads, the shield tunneling construction method can ensure the safe tunneling of the shield tunneling machine, avoid external borrowing, ensure the stability in the tunneling process, effectively reduce the construction cost and save the construction period.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Furthermore, the drawings are not to scale of 1:1, and the relative dimensions of the various elements in the drawings are drawn only by way of example and not necessarily to true scale. In the drawings:
FIG. 1 is a front view of a backfill structure and a receiving well according to one embodiment;
FIG. 2 is a side view of the backfill structure and receiving well of FIG. 1;
FIG. 3 is a top view of the backfill structure and receiving well shown in FIG. 1;
FIG. 4 is a schematic structural view of the shield tunneling machine tunneling into the backfill structure shown in FIG. 1 to a first state;
FIG. 5 is a schematic structural view of the shield tunneling machine continuing to tunnel into a second state in the backfill structure shown in FIG. 1;
FIG. 6 is a schematic diagram of a conventional tunneling machine tunneling structure;
fig. 7 is a flowchart of a shield tunneling construction method in an embodiment.
Description of reference numerals:
10. the backfill structure applied to the shield tunneling construction method comprises a backfill structure 100, partition walls 110, filling spaces 200, a support structure 300, a template 400, a support 20, a receiving well 201, side walls 202, a containment structure 203, a tunnel portal 30, a shield tunneling machine 301, a shield head 302 and a shield tail.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in detail below. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein.
Referring to fig. 1 to 3, in the backfill structure 10 applied to the shield tunneling construction method according to the embodiment of the present invention, the backfill structure 10 facilitates the tunneling of the shield tunneling machine, ensures the stability during the tunneling process, and prevents the occurrence of water burst and sand burst during the tunneling process.
In one embodiment, the receiving well 20 is defined by a plurality of sidewalls 201, and the opening 203 can be formed on one sidewall 201 of the receiving well 20. Specifically, the exterior side of the side wall 201 is provided with an enclosure structure 202, and the enclosure structure 202 is arranged on the exterior side of the side wall 201, so as to ensure the structural stability of the side wall 201 and ensure the structural stability of the receiving well 20. In other embodiments, the enclosure 202 may also be omitted.
In an embodiment, the backfill structure 10 includes a partition wall 100, the partition wall 100 is configured to stand in the receiving well 20 and is spaced apart from a sidewall 201 where a portal 203 of the receiving well 20 is located, a filling space 110 is formed between the partition wall 100 and the portal 203, the filling space 110 is configured to backfill a filling material to form a support structure 200, the support structure 200 is configured to block the portal 203, and a shield machine 30 (shown in fig. 4) can tunnel in the support structure 200.
When the tunnel portal 203 is broken by the shield machine 30, because the tunnel portal 203 utilizes the support structure 200 to block at this moment, the in-process of breaking the tunnel portal 203 can be effectively avoided, water, sand and the like gush into the receiving well 20 through the circumferential weld between the tunnel portal 203 of the shield machine 30 and the receiving well 20, and the support structure 200 can block the circumferential weld of the tunnel portal 203, so that the condition of gushing water and sand is prevented from happening. When the shield machine 30 is driven into the supporting structure 200, the supporting structure 200 can also support the shield machine 30, so that the cost increase caused by arranging other types of supporting structures is avoided. The backfill structure 10 applied to the shield tunneling construction method can be effectively applied to the positions of poor geological conditions around the receiving well 20, dense building areas or traffic main roads, the backfill structure 10 can ensure the safe tunneling of the shield tunneling machine 30, avoid external borrowing, ensure the stability in the tunneling process, effectively reduce the construction cost and save the construction period.
In one embodiment, the size of the filling space 110 is larger than the size of the shield tunneling machine 30. Specifically, the support structure 200 is larger in size than the shield machine 30. Because the size of the filling space 110 is larger than that of the shield machine 30, it can be ensured that the size of the support structure 200 formed by backfilling the filling material is larger than that of the shield machine 30, and further when the shield machine 30 tunnels into the support structure 200, it is ensured that the shield machine 30 can be completely arranged in the support structure 200, and further, the stability in the tunneling process is ensured.
Further, the distance between the partition wall 100 and the side wall 201 where the tunnel portal 203 is located is greater than the shield length of the shield machine 30. Specifically, the distance between the partition wall 100 and the side wall 201 where the tunnel portal 203 is located is greater than the shield length of the shield machine 30 by 1m to 2 m. So as to ensure that the shield machine 30 can be completely arranged in the supporting structure 200 after completely exiting the tunnel portal 203, and ensure that the supporting structure 200 supports the shield machine 30 more stably. Of course, in other embodiments, the interval between the partition wall 100 and the side wall 201 where the tunnel portal 203 is located may also be greater than 2m of the shield length of the shield machine 30.
In this embodiment, the distance between the sidewall 201 of the receiving well 20 forming the hole 203 and the sidewall 201 opposite to the sidewall is greater than the distance between the partition wall 100 and the sidewall 201 where the hole 203 is located. So that a space is formed between the side of the support structure 200 facing away from the hole door 203 and the sidewall 201 opposite to the hole door 203. When the shield machine 30 continues to tunnel in the supporting structure 200, the shield head of the shield machine 30 breaks the supporting structure 200 and enters the space between the supporting structure 200 and the side wall 201 opposite to the supporting structure, so that the shield head 301 of the shield machine 30 can be conveniently overhauled and maintained, the supporting structure 200 does not need to be cleaned before the shield machine 30 is overhauled, the well-passing dead time of the shield machine 30 is reduced, and the shield construction period is shortened. Or the space can be utilized to facilitate the hoisting of the shield machine 30.
In one embodiment, the minimum distance between the top surface of the support structure 200 and the shield tunneling machine 30 tunneled into the support structure 200 is greater than or equal to 1m to 1.5 m. The shield machine 30 can be guaranteed to be completely tunneled into the support structure 200, and the stability of the shield machine 30 in the tunneling process can be guaranteed. In other embodiments, the minimum distance between the top surface of the support structure 200 and the shield machine 30 may be greater than 1.5m, as long as the stability of the shield machine 30 in the support structure 200 can be ensured.
In one embodiment, the filling material is foam concrete, and the formed supporting structure 200 is a foam concrete structure, wherein the foam concrete includes cement slurry and a foaming agent. Because the foam concrete contains a large number of closed air holes, the foam concrete not only can support the shield machine 30 and block the tunnel portal 203, but also is convenient to clean, and the foam concrete is convenient to clean after the shield machine 30 breaks the tunnel portal 203. And the compressive strength of the support structure 200 formed of foamed concrete can be adjusted by adjusting the ratio of the cement slurry to the foaming agent. In other embodiments, the filling material may be other materials capable of supporting the shield tunneling machine 30, blocking the tunnel portal 203, and facilitating cleaning.
In one embodiment, the support structure 200 includes a plurality of support layers, and among two adjacent support layers, the support layer on the upper layer is formed by casting on the support layer on the lower layer. Because the supporting structure 200 is a foam concrete structure, the foam concrete comprises cement paste and a foaming agent, the fluidity of the mixed cement paste and the foaming agent is similar to that of the cement paste, and the phenomenon of uneven density distribution is easy to occur after standing. And then form the multilayer supporting layer through the mode of layering pouring, guarantee the sealed of every layer of supporting layer, and then can guarantee whole bearing structure 200's density, improve bearing structure 200's structural stability.
In particular, the height of a single said support layer is less than or equal to 1 m. So as to ensure the uniformity of the density of the single-layer supporting layer in the static process and ensure the stability of the supporting structure 200. Further, the casting interval time between two adjacent supporting layers is not less than 12 hours. Further ensuring the uniformity of the density of the support layer poured at the last time after standing.
In one embodiment, the compressive strength of the support layer below the shield machine 30 is greater than or equal to 1.5 Mpa. When the shield machine 30 tunnels into the support structure 200, the support layer located below the shield machine 30 is used for supporting the shield machine 30, and the compressive strength of the support layer located below the shield machine 30 is set to be greater than or equal to 1.5Mpa, so as to ensure the stability of the support layer located below and the support of the shield machine 30.
Optionally, the compressive strength of the support layer of the other layers is greater than 1 MPa. On one hand, the stability of the supporting structure 200 for blocking the tunnel portal 203 is ensured, and on the other hand, the stability of the shield tunneling machine 30 in the supporting structure 200 is ensured.
In one embodiment, the partition 100 is adapted to be removably erected in the receiving well 20. After the support structure 200 is formed after the filling material is backfilled, the partition wall 100 is easily disassembled to enable the shield machine 30 to tunnel in the support structure 200, and to facilitate the shield head 301 of the shield machine 30 to break through the side of the support structure 200 opposite to the tunnel portal 203.
In an embodiment, the backfill structure 10 further includes two templates 300, the two templates 300 are respectively used for standing in the receiving well 20 and respectively located at two sides of the hole door 203, the two templates 300, the partition wall 100 and the side wall 201 where the hole door 203 is located jointly define a filling space 110, a support structure 200 is formed in the filling space 110 by backfilling a filling material, and the support structure 200 is used for plugging the hole door 203. By providing the template 300, it is convenient to control the width of the support structure 200 being formed.
In one embodiment, both of the templates 300 are adapted to be removably stood in the receiving well 20. When the support structure 200 needs to be cleaned, the template 300 can be disassembled, which further facilitates the cleaning of the support structure 200. In other embodiments, the template 300 may also be fixedly disposed within the receiving well 20.
In one embodiment, the distance between the two templates 300 is greater than 30cm of the diameter of the shield machine 30, so as to ensure that the shield machine 30 can stably tunnel into the supporting structure 200 between the two templates 300. In other embodiments, the distance between the two templates 300 may be larger than the diameter of the shield machine 30 by other values as long as the shield machine 30 is located between the two templates 300.
In one embodiment, the backfill structure 10 further comprises a support 400, wherein the support 400 is arranged in the receiving well 20 and is positioned on a side of one of the templates 300 opposite to the other template 300. Through the arrangement of the support 400, the template 300 can be effectively supported, the deformation degree of the template 300 is reduced, and meanwhile, when the shield tunneling machine 30 tunnels in the support structure 200, the template 300 is not deformed, so that the stability of the shield tunneling machine 30 in the support structure 200 is ensured.
In one embodiment, the holder 400 is adapted to be removably disposed within the receiving well 20. When the supporting structure 200 needs to be cleaned, the support 400 can be detached, so that the template 300 is convenient to detach, and the supporting structure 200 is convenient to clean. In other embodiments, the cradle 400 may also be fixedly disposed within the receiving well 20.
In one embodiment, the number of the brackets 400 is at least two, and at least one bracket 400 is disposed on a side of each of the templates 300 opposite to another template 300. By providing the bracket 400 on both the templates 300, the deformation resistance of both the templates 300 can be further improved.
Specifically, a surface of each template 300 facing away from another template 300 and a side wall 201 of the receiving well 20 opposite to the surface are spaced, and at least one support 400 is disposed between each template 300 and the side wall 201 of the receiving well 20 corresponding to the template 300.
In this embodiment, the support 400 is a scaffold, the surface of one of the formworks 300 opposite to the other formwork 300 is spaced apart from the opposite side wall 201 of the receiving well 20, the scaffold is erected between the formwork 300 and the side wall 201 opposite to the formwork 300, and the opposite sides of the scaffold are respectively abutted against the formwork 300 and the side wall 201. By the scaffolding abutting between the formwork 300 and the side walls 201 of the receiving well 20, the likelihood of deformation of the formwork 300 is further reduced. In other embodiments, the support 400 may also be other structures that serve to support the form 300.
Referring to fig. 4 and 5, in an embodiment, the shield tunneling construction method can effectively avoid water burst or sand burst during the tunneling process, and effectively support the shield tunneling machine 30 during the tunneling process of the shield tunneling machine 30, so as to ensure the stability of the shield tunneling machine 30 during the tunneling process.
Referring to fig. 6, when the conventional shield machine 30 goes out of the hole, if the surrounding geological conditions of the position of the shield machine 30 received are not good, the end reinforcement construction is generally performed at the receiving end of the shield machine 30. However, if the received shield machine 30 is located in a dense building area or a traffic main road, it is difficult to borrow the ground for end reinforcement construction, which results in high construction cost and long construction period,
referring to fig. 2, 4 and 7, in an embodiment, the shield tunneling construction method includes the following steps:
step S100: arranging a partition wall 100 in a receiving well 20, wherein the partition wall 100 and a side wall 201 of the receiving well 20 forming a hole door 203 are arranged at intervals, so that a filling space 110 is formed between the partition wall 100 and the side wall 201 where the hole door 203 is located;
step S200: backfilling a fill material within the fill space 110 to form a support structure 200, wherein the support structure 200 plugs the hole door 203;
step S300: the shield machine 30 breaks the portal 203 and tunnels into the support structure 200.
In the shield tunneling construction method, the partition wall 100 is disposed in the receiving well 20 to form a filling space 110, a filling material is backfilled in the filling space 110 to form a support structure 200, and the tunnel portal 203 is sealed by the support structure 200. Then the shield machine 30 breaks the tunnel portal 203, and because the tunnel portal 203 is plugged by the support structure 200, water, sand and the like can be effectively prevented from flowing into the receiving well 20 through the annular seam between the shield machine 30 and the tunnel portal 203 of the receiving well 20 in the process of breaking the tunnel portal 203. The supporting structure 200 can block the circular seam of the tunnel door 203, and the condition of water burst and sand burst is prevented. When the shield machine 30 is driven into the support structure 200, the support structure 200 can also support the shield machine 30, so that the cost increase caused by arranging other types of support structures 200 is avoided. The shield tunneling construction method can be effectively applied to the positions of the receiving well 20, such as the areas with poor surrounding geological conditions, dense buildings or traffic main roads, the shield tunneling construction method can ensure the safe tunneling of the shield tunneling machine 30, avoid external borrowing, ensure the stability in the tunneling process, effectively reduce the construction cost and save the construction period.
In one embodiment, step S100: the method for forming the filling space 110 between the partition wall 100 and the side wall 201 where the hole door 203 is located includes the steps of:
arranging the partition wall 100 in the receiving well 20, wherein the partition wall 100 is arranged at intervals with the side wall 201 where the hole door 203 is located, and the partition wall 100 is arranged at intervals with the side wall 201 opposite to the hole door 203, so that a filling space 110 is formed between the partition wall 100 and the side wall 201 where the hole door 203 is located; the distance between the partition wall 100 and the side wall 201 where the tunnel portal 203 is located is greater than the length of the shield body of the shield tunneling machine 30.
Referring to fig. 5, since the partition wall 100 and the side wall 201 opposite to the tunnel portal 203 are arranged at an interval, when the shield machine 30 continues to tunnel in the support structure 200, the shield head 301 of the shield machine 30 breaks the support structure 200 and enters the space between the partition wall 100 and the side wall 201 opposite to the tunnel portal 203, so that the shield head 301 is convenient to repair and maintain, the support structure 200 does not need to be cleaned before the shield machine 30 is repaired, the well-passing dead time of the shield machine 30 is reduced, and the shield construction period is shortened. Or the space can be utilized to facilitate the hoisting of the shield machine 30.
Referring to fig. 2 and 4, in an embodiment, step S100: the method for installing the partition wall 100 in the receiving well 20 includes the following steps that the partition wall 100 is installed in the receiving well 20, and the partition wall 100 and the side wall 201 of the receiving well 20 forming the hole door 203 are installed at intervals, so that after the filling space 110 is formed between the partition wall 100 and the side wall 201 where the hole door 203 is located:
two templates 300 are arranged in the receiving well 20, the two templates 300 are oppositely arranged at two sides of the hole door 203 at intervals, the filling space 110 is defined by the partition wall 100, the two templates 300 and the side wall 201 where the hole door 203 is located, and the surface of one template 300, which is back to the other template 300, and the side wall 201 of the receiving well 20, which is opposite to the other template, are arranged at intervals.
By providing two templates 300, it is convenient to control the width of the support structure 200 being formed.
In one embodiment, step S200: before backfilling a fill material within the fill space 110 to form the support structure 200, further comprises:
and blocking all holes on the partition wall 100 and the template 300.
Since the filling material is required to be filled in the formed filling space 110, and the filling material generally has fluidity, in order to ensure that the filling material can be filled in the filling space 110 from the back, and prevent the filling material from flowing out of the filling space 110, the stability of the filling material can be improved by blocking all holes on the partition wall 100 and the formwork 300.
In one embodiment, after the two templates 300 are disposed in the receiving well 20, the method further includes:
a support 400 is arranged in the receiving well 20, and the support 400 is arranged on the side of one template 300 opposite to the other template 300.
Through the arrangement of the support 400, the template 300 can be effectively supported, the deformation degree of the template 300 is reduced, and meanwhile, when the shield tunneling machine 30 tunnels in the support structure 200, the template 300 is not deformed, so that the stability of the shield tunneling machine 30 in the support structure 200 is ensured.
In one embodiment, the number of the brackets 400 is at least two, and at least one bracket 400 is disposed on a side of each of the templates 300 opposite to another template 300. By providing the bracket 400 on both the templates 300, the deformation resistance of both the templates 300 can be further improved.
In one embodiment, the positioning of the cradle 400 in the receiving well 20 includes:
a scaffold is built in the receiving well 20 to form the support 400, and two opposite sides of the scaffold are respectively abutted against the template 300 and the side wall 201 of the receiving well 20 opposite to the template 300.
By having the scaffolding abut between the formwork 300 and the side walls 201 of the receiving well 20, the likelihood of deformation of the formwork 300 is reduced.
In one embodiment, step S200: the backfill filler material within the fill space 110 to form a support structure 200, comprising:
the filling material is backfilled in the filling space 110 in a layered pouring manner, and the pouring interval time of two adjacent layers of the filling material is greater than or equal to 12 hours.
In this embodiment, the filling material is foam concrete, and the foam concrete is likely to have uneven density distribution after standing, and further needs to be poured in layers. Meanwhile, the pouring interval time of two adjacent layers of the filling material is ensured to be greater than or equal to 12 hours, and the uniform distribution of the density of the filling material after standing formed by the last pouring can be further ensured.
Specifically, the backfill height of each layer of the filling material is less than 1 m. So as to ensure the uniformity of the density of the single-layer supporting layer in the static process and ensure the stability of the supporting structure 200.
In one embodiment, step S200: the backfill fill material, prior to forming the support structure 200 within the fill space 110, comprises:
the cement slurry and the foaming agent are configured to form the filling material such that the compressive strength of the support structure 200 formed by the filling material located below the shield tunneling machine 30 is greater than the compressive strength of the support structure 200 formed by the filling material located elsewhere.
Specifically, the compressive strength of the support structure 200 located below the shield tunneling machine 30 is greater than or equal to 1.5 Mpa. When the shield machine 30 tunnels to the supporting structure 200, the supporting structure 200 located below the shield machine 30 is used for supporting the shield machine 30, and the compressive strength of the supporting structure 200 located below the shield machine 30 is set to be greater than or equal to 1.5Mpa, so as to ensure the stability of the supporting structure 200 located below and the shield machine 30.
Optionally, the compressive strength of the support structure 200 formed by the filling material at other positions is greater than 1 MPa. On one hand, the stability of the supporting structure 200 for blocking the tunnel portal 203 is ensured, and on the other hand, the stability of the shield tunneling machine 30 in the supporting structure 200 is ensured.
In one embodiment, step S300: the shield tunneling machine 30 breaks the tunnel portal 203 and tunnels into the support structure 200, including:
the shield machine 30 breaks the tunnel portal 203 and tunnels into the support structure 200 in an empty state. Specifically, the shield machine 30 breaks the tunnel portal 203 and tunnels into the supporting structure 200 at a low speed in an empty bin
When the tunnel is tunneled in the supporting structure 200, the earth pressure in the cabin of the shield machine 30 is reduced as much as possible. By controlling the shield tunneling machine 30 to tunnel into the supporting structure 200 in an empty state, the supporting structure 200 can be prevented from being cracked due to excessive pressure, and the stability of tunneling can be further ensured.
In one embodiment, step S300: after the shield machine 30 breaks the tunnel portal 203 and tunnels into the supporting structure 200, the method further includes:
the shield machine 30 continues to dig into the support structure 200 such that the tail 302 of the shield machine 30 enters the support structure 200;
a pipe piece is arranged on the inner wall of the tunnel portal 203, and slurry is injected into a gap between the pipe piece and the inner wall of the tunnel portal 203.
After the shield tail of the shield machine 30 enters the support structure 200, namely the shield machine 30 completely exits the tunnel portal 203, at the moment, duct pieces are arranged on the inner wall of the tunnel portal 203, grouting is performed at the gap, the ring seal at the tunnel portal 203 is effectively blocked, and the phenomena of sand gushing and water gushing are further avoided.
In one embodiment, step S300: after the shield machine 30 breaks the tunnel portal 203 and tunnels into the supporting structure 200, the method further includes:
and (3) removing the template 300 and the bracket 400, and removing the filling material positioned at the non-bottom part of the shield tunneling machine 30.
Specifically, before the removing the filling material located at the non-bottom of the shield machine 30, the method further includes:
the shield head 301 of the shield tunneling machine 30 breaks the side of the support structure 200 facing away from the tunnel portal 203.
Specifically, after the removing the filling material located at the non-bottom of the shield machine 30, the method further includes:
servicing the shield machine 30; and/or hoisting the shield machine 30; and/or the shield machine 30 is run through the well.
Cleaning of the support structure 200 is facilitated by removing the form 300 and the bracket 400. By cleaning the filling material at the non-bottom of the shield machine 30, the support structure 200 formed by the filling material at the bottom of the shield machine 30 can be used for supporting the shield machine 30, the shield machine 30 is stably arranged in the receiving well 20, and the maintenance, hoisting or well-passing operation of the shield machine 30 is facilitated.
In one embodiment, after the shield machine 30 is completed, the filling material located below the shield machine 30 may be further removed.
According to the shield tunneling construction method and the backfill structure 10 applied to the shield tunneling construction method, the backfill foam concrete is adopted to assist the shield tunneling machine 30 in tunneling, the heating range of end reinforcement construction required by tunneling of the shield tunneling machine 30 can be avoided or reduced, the construction cost is reduced, the construction period is shortened, and the problem of difficulty in borrowing is solved. Meanwhile, as the foam concrete has certain compression strength and shear strength, the tunnel portal 203 can be plugged to prevent sand gushing under the condition of water gushing. In the process of backfilling, flood can be carried out, and the filling space 110 can be designated by using the fluidity of the foam concrete before solidification, and is not limited by the size of the receiving well 20. Compared with the method of filling the slurry, the sand and the like in the full well to assist the shield to go out of the hole, the backfilling of the foam concrete can greatly reduce the backfilling amount, and the cleaning is easy.
In the process of backfilling the foam concrete, the strength of the backfilled foam concrete can be adjusted according to the backfilling position, so that the foam concrete below the shield machine 30 has enough compressive strength to support the self weight of the shield machine 30 without arranging other receiving brackets.
Meanwhile, in the backfilling process, a part of backfilling method in the receiving well 20 is adopted, so that the maintenance operation surface and the hoisting surface of the shield machine 30 are conveniently provided through the region which is not backfilled in the receiving well 20, the in-well maintenance work is immediately carried out after the shield machine 30 arrives, the cleaning of filling materials is not needed before the maintenance of the shield machine 30, the well-passing dead time of the shield machine 30 is reduced, and the shield construction period is shortened.
The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and are not to be considered limiting of the invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are 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 the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and the like as used herein are for illustrative purposes only and do not denote a unique embodiment.
Claims (10)
1. A shield tunneling construction method is characterized by comprising the following steps:
partition walls are arranged in a receiving well, and the partition walls and side walls of a cavity door formed by the receiving well are arranged at intervals, so that a filling space is formed between the partition walls and the side walls of the cavity door;
backfilling a fill material within the fill space to form a support structure, wherein the support structure plugs the portal;
and the shield machine breaks the tunnel portal and tunnels into the supporting structure.
2. The shield tunneling construction method according to claim 1, wherein the step of arranging a partition wall in the receiving well, the partition wall and the receiving well forming a side wall of the tunnel portal being arranged at intervals, so that a filling space is formed between the partition wall and the side wall of the tunnel portal, comprises the steps of:
arranging the partition wall in the receiving well, wherein the partition wall and the side wall where the hole door is located are arranged at intervals, and the partition wall and the side wall opposite to the hole door are arranged at intervals, so that a filling space is formed between the partition wall and the side wall where the hole door is located; and the distance between the partition wall and the side wall where the tunnel portal is located is greater than the length of the shield body of the shield tunneling machine.
3. The shield tunneling construction method according to claim 1, wherein the step of arranging a partition wall in the receiving well, the partition wall being arranged at an interval with a side wall of the receiving well forming a tunnel portal, so that a filling space is formed between the partition wall and the side wall of the tunnel portal, comprises the steps of:
two templates are arranged in the receiving well, the two templates are oppositely arranged on two sides of the hole door at intervals, the partition wall, the two templates and the side wall where the hole door is located enclose the filling space, and the surface of one template, which is back to the other template, and the side wall of the receiving well, which is opposite to the surface of the other template, are arranged at intervals.
4. The shield tunneling construction method according to claim 3, wherein after the two formworks are arranged in the receiving well, the method further comprises:
and arranging a bracket in the receiving well, wherein the bracket is arranged on one side of one template opposite to the other template.
5. The shield tunneling construction method according to claim 4, wherein after the shield tunneling machine breaks the tunnel portal and tunnels into the supporting structure, the method further comprises:
and removing the template and the bracket, and removing the filling material positioned at the non-bottom of the shield tunneling machine.
6. A shield tunneling construction method according to any one of claims 1-5, wherein the shield tunneling machine breaking the tunnel portal and driving into the supporting structure comprises:
and the shield machine breaks the tunnel portal and tunnels into the support structure in an empty bin state.
7. A shield tunneling construction method according to any one of claims 1-5, wherein after the shield tunneling machine breaks the tunnel portal and tunnels into the supporting structure, the method further comprises:
the shield machine continues to dig into the support structure so that a shield tail of the shield machine enters the support structure;
and arranging a duct piece on the inner wall of the tunnel portal, and grouting a gap between the duct piece and the inner wall of the tunnel portal.
8. A shield tunneling construction method according to any one of claims 1-5, wherein the backfilling of filling material in the filling space to form a support structure comprises:
and backfilling the filling materials in the filling space in a layered pouring manner, wherein the pouring interval time of two adjacent layers of the filling materials is greater than or equal to 12 hours.
9. The shield tunneling construction method according to claim 8, wherein the backfill height of each layer of the filling material is less than 1 m.
10. A backfill structure applied to the shield tunneling construction method according to any one of claims 1-9, wherein the backfill structure comprises a partition wall, the partition wall is used for standing in the receiving well and is arranged at a distance from a side wall where a receiving well tunnel door is located, a filling space is formed between the partition wall and the tunnel door, the filling space is used for backfilling filling materials to form a support structure, the support structure is used for plugging the tunnel door, and a shield tunneling machine can tunnel in the support structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202110090661.8A CN112761651A (en) | 2021-01-22 | 2021-01-22 | Shield tunneling construction method and backfill structure applied to same |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110090661.8A CN112761651A (en) | 2021-01-22 | 2021-01-22 | Shield tunneling construction method and backfill structure applied to same |
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| CN112761651A true CN112761651A (en) | 2021-05-07 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114215558A (en) * | 2021-11-30 | 2022-03-22 | 西北矿冶研究院 | Plugging method for near-flooding civil mining roadway of tailing pond |
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2021
- 2021-01-22 CN CN202110090661.8A patent/CN112761651A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114215558A (en) * | 2021-11-30 | 2022-03-22 | 西北矿冶研究院 | Plugging method for near-flooding civil mining roadway of tailing pond |
| CN114215558B (en) * | 2021-11-30 | 2023-10-10 | 西北矿冶研究院 | Plugging method for near-flooding civil mining tunnel of tailing pond |
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