CN107060803B - Tunnel construction method by utilizing pipe curtain grouting - Google Patents
Tunnel construction method by utilizing pipe curtain grouting Download PDFInfo
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- CN107060803B CN107060803B CN201610878148.4A CN201610878148A CN107060803B CN 107060803 B CN107060803 B CN 107060803B CN 201610878148 A CN201610878148 A CN 201610878148A CN 107060803 B CN107060803 B CN 107060803B
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 152
- 239000010959 steel Substances 0.000 claims abstract description 152
- 238000005553 drilling Methods 0.000 claims abstract description 46
- 239000011435 rock Substances 0.000 claims abstract description 29
- 238000000034 method Methods 0.000 claims abstract description 11
- 238000009412 basement excavation Methods 0.000 claims description 16
- 239000000463 material Substances 0.000 claims description 14
- 239000002689 soil Substances 0.000 claims description 12
- 239000004576 sand Substances 0.000 claims description 11
- 239000011378 shotcrete Substances 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 4
- 239000003673 groundwater Substances 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 abstract description 8
- 238000005520 cutting process Methods 0.000 abstract description 6
- 230000006378 damage Effects 0.000 abstract description 5
- 230000000694 effects Effects 0.000 abstract description 3
- 230000000087 stabilizing effect Effects 0.000 abstract 1
- 229910000975 Carbon steel Inorganic materials 0.000 description 8
- 239000010962 carbon steel Substances 0.000 description 8
- 239000000470 constituent Substances 0.000 description 8
- 238000011065 in-situ storage Methods 0.000 description 8
- 230000003014 reinforcing effect Effects 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 3
- 239000000428 dust Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- -1 baffles Substances 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 239000007769 metal material Substances 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000012779 reinforcing material Substances 0.000 description 1
- 238000003466 welding 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
- 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
-
- 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
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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
- E21D11/14—Lining predominantly with metal
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a tunnel construction method by using pipe curtain grouting. The present invention provides a method for constructing a tunnel portal part, which comprises a step of marking a drilling site, a step of inserting a steel pipe into a rock formation, a step of grouting a foundation, a step of extending the steel pipe backward, a step of installing a steel support member, and a step of excavating a tunnel, wherein the steel support member and the steel pipe supported by the steel support member are used for a structure of the tunnel portal part, thereby preventing collapse or collapse of the foundation at the tunnel portal part, safely and easily constructing the tunnel portal part, preventing damage of the foundation without cutting an inclined plane, preserving a natural environment, stabilizing the periphery of the tunnel portal part, and obtaining an effect that a slope at the tunnel portal part does not need to be reinforced.
Description
Technical Field
The invention relates to a tunnel construction method by using pipe curtain grouting, in particular to a construction method of a pipe curtain grouting tunnel without original foundation interception.
Background
When a tunnel portal section is generally formed, a tunnel portal is installed by intercepting an inclined plane at a base point of a tunnel. At this time, the natural environment may be damaged due to the unavoidable intercepting slopes of the upper side and the left and right sides of the tunnel portal section, and the slope needs to be additionally reinforced due to the instability of the slopes around the tunnel portal section, which may increase the engineering cost. Moreover, in order to stably intercept the inclined plane, it is necessary to use an additional land having a considerable area, and thus the construction cost for constructing the inclined plane is excessively consumed. In order to solve the above problems, a technology is proposed in which a plurality of steel pipes are inserted into a pre-excavated ground ceiling in an arch-shaped upward inclination and are installed and are then grouted, so that the ceiling of an excavated section of a tunnel is reinforced in advance and then excavated. However, since the steel pipes are inclined upward at about 5 to 10 ° in the above conventional installation, the distance between the steel pipes is increased as the steel pipes are inserted from the ceiling of the tunnel to the inside thereof, so that the sand on the upper portion of the steel pipes is lost, and the wedge-shaped soil blocks on the lower portion of the steel pipes are separated by the steel pipes, so that there is a risk of collapse when the tunnel is excavated, thereby lowering the safety of the tunnel. The traditional technology comprises structural carbon steel pipes, H-shaped steel, baffles, reinforcing materials (WALE) and a detachable anchor rod. In this technique, a pipe curtain is grouted around an excavation ceiling to be excavated in a temporary facility installed at a tunnel entrance, and the excavation ceiling is excavated after reinforcement to prevent damage to the entrance. Meanwhile, the carbon steel pipe for a support welding structure is utilized on the H steel, the temporary facility is closely attached to the pre-excavation part, the lining is installed, the building operation of the external part of the temporary facility is carried out from the formation part of the retaining wall (protection wall), the original foundation is formed by directly using a natural inclined plane, the effect of filling soil by the weight transmitted from the upper part to the lower part is exerted, and therefore the inclined plane can be stabilized. For the condition that the natural inclined plane collapses in a small scale due to the influence of vibration and the like generated during tunnel excavation, the structure can be supported by a carbon steel pipe and a baffle plate, the inclined plane of the opening is not formed, and the tunnel can be immediately excavated by using temporary facilities. The carbon steel pipe for construction is generally made of a metal material, has a diameter of 100mm, and is welded to a temporary facility by a bracket. And after the inclined planes are closely attached, the pipe curtain grouting is performed on the outside. The dismantling type anchor rod needs to be installed between H steel in a close manner, and is dismantled after lining and pipe curtain grouting are respectively formed on the inner side and the outer side of the temporary facility, so that the temporary facility is separated. In the above-described construction method, when the tunnel opening is constructed using the temporary structure, excavation can be performed while maintaining a natural slope without forming an inclined surface of the opening. However, in the conventional technology, it is necessary to manufacture a temporary facility for a hole portion including a concrete foundation, H-steel, a fence, a wale, and a reinforcing bar, and to join a carbon steel pipe to the temporary facility for a hole portion and then move the temporary facility to a pre-excavation portion, which is troublesome in construction and time-consuming. Furthermore, after the carbon steel pipes are welded to the temporary facilities at the opening, they are moved to perform grouting, and it is practically impossible to perform drilling and grouting work using the welded steel pipes. Further, since the opening portion temporary facility and the carbon steel pipe or the demolition type anchor are connected in a welded state at a certain interval, it cannot be regarded that the opening portion temporary facility and the carbon steel pipe or the demolition type anchor are integrated with each other. This makes the structure unstable when the earth is heavily filled in the upper portion.
Disclosure of Invention
To solve the above problems, the present invention provides a method and a structure for constructing a straight-drilled pipe curtain tunnel without in-situ foundation cutting, which comprises marking a drilling site, inserting a steel pipe into a rock formation, grouting a foundation, extending the steel pipe backward, installing a steel support material, and excavating a tunnel, wherein the steel support material and the steel pipe supported by the steel support material are used in a tunnel portal structure, thereby preventing collapse or collapse of the foundation at the tunnel portal, and the construction of the tunnel portal is safe and easy. The invention aims to provide a straight drilling pipe curtain tunnel construction method and a straight drilling pipe curtain tunnel construction structure without original foundation interception, wherein a steel pipe is inserted into a rock stratum stage, and is drilled and inserted in a straight drilling mode, so that a sand soil layer, a rock stratum and the like do not have the possibility of collapse construction. The invention provides a straight drilling pipe curtain tunnel construction method and a straight drilling pipe curtain tunnel construction structure, wherein the straight drilling pipe curtain tunnel construction method and the straight drilling pipe curtain tunnel construction structure do not need original foundation interception, and ensure the safety during tunnel excavation because a steel pipe is inserted into a rock stratum. The invention provides a method and a structure for constructing a straight-drilling pipe curtain tunnel without foundation interception, wherein a steel pipe is provided with a binding member, and the steel pipe are bound while the steel pipe is inserted, so that the bonding strength between the steel pipes is increased, the safety of the tunnel structure is improved, and the reinforcing effect on a soft foundation section is maximized. The present invention provides a method and a structure for constructing a straight-hole pipe-screen tunnel, in which a binding member is formed only on a steel pipe inserted into a sand layer or a rock layer, so that the steel pipe can be easily inserted, and damage and destruction of the binding member can be prevented without cutting out an original foundation. The invention provides a construction method and a structure of a straight drilling pipe curtain tunnel, which forms a groove in the tunnel row length direction on the inner side of a notch part of a binding member, is provided with a drain pipe, is easy to drain and permeate underground water and the like, and effectively eliminates water leakage to the inside of the tunnel without original base interception. The invention provides a straight drilling pipe curtain tunnel construction method and a straight drilling pipe curtain tunnel construction structure, which are used for pouring sprayed concrete on the inner side of a steel pipe after a steel support material mounting stage so as to integrate the steel pipe and the steel support material, thereby increasing the reinforcing effect of the tunnel and optimizing the continuity of tunnel excavation operation without in-situ interception. The invention provides a straight drilling pipe curtain tunnel construction method and a straight drilling pipe curtain tunnel construction structure, wherein the stage of installing a tunnel portal is implemented after a tunnel excavation stage, then a steel pipe covers the exposed outer side and a foundation part, soil is covered to form a soil layer, and simultaneously the foundation is compressed to ensure the stability of a slope.
Drawings
Fig. 1 to 8 are schematic views illustrating a construction method of a straight-drilled pipe-roof tunnel without a foundation intercept according to an embodiment of the present invention.
Fig. 9a is an oblique view of a straight drill pipe-roof tunnel structure without in-situ interception constructed by the straight drill pipe-roof tunnel construction method without in-situ interception according to an embodiment of the present invention.
Fig. 9b is an enlarged perspective view of the steel pipes of fig. 9a bundled by the bundling members.
Fig. 10a is a cross-sectional view of an embodiment of forming a binding member on the steel pipe of fig. 9 a.
Fig. 10b is a cross-sectional view of the steel pipes of fig. 10a bundled together by a bundling member.
Fig. 10c is an enlarged sectional view of the steel pipe binding member of fig. 10a, in which a groove is formed and a drain pipe is provided in the groove.
Fig. 11a is a cross-sectional view of another embodiment of forming a binding member on the steel pipe of fig. 9 a.
Fig. 11b is a cross-sectional view of the steel pipes of fig. 11a bundled together by a bundling member.
Fig. 11c is an enlarged sectional view of the steel pipe binding member of fig. 11a, in which a groove is formed and a drain pipe is provided in the groove.
Description of the reference numerals:
10: foundation
11: sandy soil layer
13: soft rock formation
15: hard rock layer
20: drilling site
30: steel pipe
31: connector with a locking member
33: binding member
331: raised part
333: notch part
334: groove
335: drain pipe
40: grouting
50: steel support material
60: sprayed concrete
70: tunnel portal
80: covering soil
Detailed Description
Some embodiments of the present invention will be described in detail below with reference to the accompanying drawings. In the drawings, reference numerals are added to the constituent elements, and the same reference numerals are used as much as possible for the same constituent elements even if they are marked on other drawings. In describing the embodiments of the present invention, detailed descriptions of the components and functions of the relevant space are omitted when it is judged that the understanding of the embodiments of the present invention is hindered. In describing the constituent elements of the embodiments of the present invention, terms such as 1 st, second, A, B, (a), (b), etc. may be used. These terms are only to distinguish one element from another element, and are not to be construed as limiting the nature, order, sequence, etc. of the elements. When a certain constituent element is described as being "connected" or "combined" with other constituent elements, the constituent element may be directly connected to the other constituent elements, but may also be "connected" or "combined" with another constituent element. The following describes a construction method and structure of a straight-hole pipe-roof tunnel without in-situ interception according to an embodiment of the present invention in detail with reference to the drawings. In the following description, the front is the front in the excavation direction, and the rear is the rear. The outer side refers to the outward extending direction of the tunnel, and the inner side refers to the inner side of the tunnel. The foundation (10) is a foundation in which no cutting is performed, but may include a foundation in which sand, dust, leaves, soft rocks, etc. that obstruct the work are partially removed. Referring to fig. 1 to 8, the method for constructing a pipe-screen tunnel without in-situ cutting according to an embodiment of the present invention includes a step of marking a drilling site (20), a step of inserting a steel pipe (30) into a rock formation, a step of grouting (40) a foundation (10), and a step of extending the steel pipe (30) backwardThe stage of installing the steel supporting material (50) and the stage of excavating the tunnel can be safely, quickly, economically and effectively constructed. Need not promptly to intercept the inclined plane, prevent the destruction of ground (10), preserve natural environment, stabilize inclined plane around the tunnel entrance to a cave portion, need not to consolidate tunnel entrance to a cave slope, consequently can effectively be under construction. The steel pipe (30) and the steel support material (50) are used in the tunnel portal structure, thereby preventing collapse or collapse of the foundation (10) at the tunnel portal and making it possible to construct the tunnel portal safely and easily. In the conventional art, since the ground (10) at the tunnel opening is not cut, the length of the excavated tunnel covering the tunnel is increased after the ground (10) is excavated and a structure is installed. In contrast, the present invention does not intercept the foundation (10), thereby reducing the length of the excavated tunnel, which is advantageous over the conventional art. Moreover, the construction can be carried out by using the special straight drilling equipment without manufacturing other temporary facility structures and the like, and the operation is convenient and quick. The step of marking the drilling points (20) is a step of marking the drilling points (20) in a tunnel shape on the foundation (10) at the beginning of the tunnel (see fig. 1). Such marking of the drilling site (20) may also be omitted as desired. The foundation (10) at the beginning of the tunnel may not be cut, but the drilling site (20) may be marked after partial cutting for removing sand, dust, leaves, soft rocks, etc. which obstruct the work. The tunnel shape means an arch shape, a semicircle shape, etc., and the drilling site (20) is marked in the entire tunnel. However, if necessary, a part of the steel pipe (30) may be marked, for example, only at the lower end of the tunnel, and then the steel pipe is installed at the following stage. The stage of inserting the steel pipe (30) into the rock formation is a stage of drilling a hole in the drilling site (20) marked in the aforementioned stage in a straight drilling manner and inserting the steel pipe (30) into the rock formation (see fig. 1 and 2). The straight drilling method is a method in which a drill or the like is attached to the front of the steel pipe (30) to drill a hole and the steel pipe (30) is inserted at the same time. Namely, the steel pipe (30) is used as a sleeve, and a drill attached to the front of the steel pipe (30) is rotated to press the drill into the steel pipe (30) and cut the steel pipe by rotation. Since the steel pipe (30) is simultaneously drilled and inserted in a straight hole, it becomes possible to construct the steel pipe (30) without collapse of the drilled hole to the sand layer (11) and the rock layer, i.e., the soft rock layer (weathered rock layer) (13) and the hard rock layer (blasting rock layer) (15). A steel pipe (30) inserted in a straight hole and a tunnelIs inserted neatly, i.e., without inclination. At this time, the steel pipes (30) can be inserted into the row length direction. For example, the steel pipes (30) may be connected to each other by forming a screw thread or the like in the steel pipes, or the steel pipes (30) may be connected in the longitudinal direction thereof by a connector (31) or the like. At this time, since there is a possibility of drilling and inserting the steel pipe (30) for a long distance, the tunnel can be reinforced by the steel pipe (30) long enough to increase the reinforcing effect of the tunnel, and the construction is easy, simple and quick because the steel pipe (30) is inserted by using the short steel pipe (30). The steel pipe (30) penetrates through a sand layer (11) of a foundation (10) and can be inserted into a soft rock layer (13) or a hard rock layer (15). At this time, the front end of the steel pipe (30) is firmly supported, thereby ensuring the safety during tunnel excavation. That is, the steel pipe (30) is usually inserted into the rock layer (15), but may be inserted into the soft rock layer (13) if necessary. The steel pipe (30) is provided with a binding member (33), and when the steel pipe (30) is inserted, the steel pipe (30) and the steel pipe are bound together while being inserted (see fig. 9 b). The binding members (33) are arranged on both sides of the steel pipes (30), so that the bonding strength between the steel pipes (30) is increased, the steel pipes (30) can be integrated, the safety of the tunnel structure is improved, and the foundation (10) reinforcing effect of the weak zone is maximized. Furthermore, the bundling member (33) of the steel pipe (30) inserted and installed first plays a role of being guided by the inserted steel pipe (30) afterwards, so that the steel pipe (30) is easily and stably inserted and installed afterwards. The binding member (33) is formed only on the steel pipe (30) inserted into the sand layer (11) or the soft rock layer (13). That is, since it is difficult to insert the binding member (33) into the hard rock layer (15), the steel pipe (30) can be inserted only into the sand layer (11) or the soft rock layer (13) over the entire length thereof. In this case, the steel pipes (30) can be easily inserted into the portion where the steel pipes (30) are required, and the binding member (33) can be prevented from being damaged or broken due to the hard rock layer, and the steel pipes (30) can be firmly bound to each other on a soft foundation. The binding member (33) has two sides
Shape (see FIGS. 10a and 10b) and
the shape (see FIG. 11a and FIG. 11b) is formed with a notch part (333) and a protrusion part (331), that is, one side of the steel pipe (30) is formed with a notch part (333) and the other side is formed with a protrusion part (331), and the other steel pipe (30) adjacent to the notch part (333) of the binding member (33) of the steel pipe (30) is bound with the protrusion part (331) of the binding member (33), or
The shapes, or other shapes, can be inserted into each other to be bundled. The binding member (33) is formed
Shape and
in the shape, the binding member (33) inserted into the steel pipe (30) first is preferably formed with the protrusions (331) on both sides. This is because the convex portion (331) is more easily inserted into the foundation (10) than the concave portion (333) and there is no fear of the intrusion of stones or earth and sand. The convex part (331) is inserted into the notch part (333) of another steel pipe (30) in a scattered state of the foundation (10), so that the notch part (333) is easily inserted. A groove 334 may be formed inside the binding member 33 in the longitudinal direction thereof, and a drain pipe 335 may be provided in the groove 334 (see fig. 10c and 11 c). Since the groove 334 is formed and the drain pipe 335 is provided, the ground water permeated from the ceiling of the tunnel is easily drained, and the water leakage in the tunnel can be effectively eliminated. The groove 334 is formed by the size of the protruding part 331 of the binding member 33 adjacent to other steel pipes 30 which cannot be inserted, and the drain pipe 335 may be formed by a plurality of drain holes or a mesh hose which is easily penetrated by water but is not easily penetrated by foreign matters. The steel pipes (30) may be constructed in one or two rows according to the conditions of the foundation (10). Namely, in the stage of marking the drilling site (20), the process of marking the reinforced drilling site outside the drilling site (20) is further included, and then the reinforced steel pipe is inserted into the marked reinforced drilling site while drilling in a straight drilling mode. The reinforced steel pipe can be inserted into a rock formation, and is provided with a binding member (33) which can be attached to the entire tunnel or a part thereof. The stage of grouting (40) the foundation (10) is advantageousAnd a stage of grouting (40) the foundation (10) with the steel pipe (30) inserted in the previous stage (see fig. 3). Namely, a stage of grouting the steel pipe (30) and the foundation (10) around the steel pipe (30) by injecting a grouting material into the inserted steel pipe (30). At this stage, the grouting material penetrates around the steel pipe (30) to integrate the foundation (10) around the steel pipe (30) and the steel pipe (30), and thus the foundation (10) can be prevented from collapsing even when excavation is performed at the following stage. Furthermore, the steel pipe (30) and the foundation (10) are well combined, the structural strength and the stability of the tunnel structure can be improved, and water leakage can be prevented. The backward extension stage of the steel pipe (30) is a stage of extending the steel pipe (30) backward to protrude the foundation (10) entirely or partially and positioning the rear end of the steel pipe (30) on a vertical plane (refer to fig. 4). When the steel pipe (30) is extended backward, a screw thread is provided on the steel pipe (30) or a connector (31) is connected in the longitudinal direction. Since the steel pipe (30) is extended backward, a foundation (10) for constructing a tunnel portal portion is not required. Further, the steel pipe (30) extended backward can be used as a structure of a tunnel portal portion, so that the collapse or collapse of the foundation (10) at the tunnel portal portion can be prevented without performing the collapse or collapse prevention work of the foundation (10) as in the conventional art, thereby easily and safely constructing the tunnel portal portion and the tunnel. In addition, accidents such as collapse during the operation of the tunnel portal part can be prevented. At this time, the length of the backward extension steel pipe (30) can be adjusted by considering the inclination of the inclined plane of the tunnel opening part and the state of the foundation (10). The rear end of the steel pipe (30) is positioned on a vertical plane for the installation of the tunnel portal (70) described below. Therefore, the vertical surface can be inclined slightly according to the requirement, and a steel pipe (30) with a part being protruded can be reserved. The stage of installing the steel support member (50) is a stage of installing the steel support member (50) inside the steel pipe (30) (see fig. 5). Before the stage of installing the steel support material (50), the steel pipes (30) are integrated by pouring shotcrete on the inner sides of the steel pipes (30). After the stage of installing the steel support members (50), a stage of pouring shotcrete (60) into the inner side of the steel pipe (30) to integrate the steel pipe (30) and the steel support members (50) may be performed (see fig. 6). The steel pipe (30) and the steel support member (50) are integrated, so that the effect of reinforcing the tunnel can be increased, and the continuity of the tunnel during excavation work can be improved. Stage of excavating tunnelThe tunnel is excavated in a conventional manner at the stage of excavating the tunnel of the foundation 10 inside the steel pipe 30 (see fig. 7). After the tunnel excavation step, a step of installing a tunnel portal (70) at the rear end of the steel pipe (30) may be performed (see fig. 8). Of course, the tunnel portal (70) may be prior to the tunneling stage or during the tunneling stage. After the installation stage of the tunnel portal 70, a covering soil 80 (see fig. 8) may be applied to cover the exposed outer side of the steel pipe 30 and a part of the foundation 10. By performing the soil covering (80), a soil layer at the tunnel entrance can be formed, and the ground (10) is compressed to ensure the stability of the slope. In addition, as shown in fig. 9a, the straight drill pipe curtain tunnel structure without the in-situ interception according to the embodiment of the present invention is constructed according to the above-mentioned straight drill pipe curtain tunnel construction method without the in-situ interception. The detailed description refers to the above.
In summary, although the preferred embodiments of the present invention have been described with reference to the accompanying drawings, the present invention is not limited to the above embodiments, which are only illustrative and not restrictive, and those skilled in the art can make various similar suggestions and changes without departing from the spirit and claims of the present invention, and make corresponding simple changes and modifications, and such changes and modifications fall within the protection scope of the present invention.
Claims (4)
1. A tunnel construction method by using pipe curtain grouting is used for the construction method of a tunnel without a straight drilling pipe curtain intercepted by an original foundation, and is characterized by comprising the following steps:
a. a first stage of marking the drilling site in a tunnel shape on the foundation at the beginning of the tunnel;
b. a second stage of inserting the steel pipe into the rock stratum while drilling in a straight drilling manner at the marked drilling site; c.
a third stage, namely, grouting the foundation by using the steel pipe;
d. a fourth stage of extending the steel pipe backward to protrude on the foundation and positioning the rear end of the steel pipe on a vertical plane;
e. a fifth stage of installing a steel support material on the inner side of the steel pipe;
f. a sixth step of excavating the foundation inside the steel pipe to perform excavation of the tunnel;
a tunnel portal structure formed by the steel support members and the steel pipes supported by the steel support members, for preventing collapse of the foundation at the tunnel portal, so that the tunnel portal can be safely constructed;
the step of marking the drilling site comprises a process of marking a reinforced drilling site outside the drilling site, and a process of marking the reinforced drilling site, drilling in a straight drilling mode and simultaneously inserting a reinforced steel pipe;
the steel pipes are provided with binding members at both sides thereof to bind with each other, thereby increasing the bonding strength between the steel pipes;
the binding member is formed only in a portion where the steel pipe is inserted into the sand layer or the soft rock layer;
a groove is formed in the longitudinal direction inside the notch of the binding member, and a drain pipe is provided in the groove to drain the infiltrated groundwater.
2. The construction method according to claim 1, further comprising a step of pouring shotcrete into the inner side of the steel pipe to integrate the steel pipe and the steel timbering material after the steel timbering material is installed.
3. The construction method according to claim 2, further comprising a step of installing a tunnel opening at the rear end of the steel pipe after the tunnel excavation step.
4. The construction method according to claim 3, wherein after the installation stage of the tunnel opening, the exposed outer side of the steel pipe and a part of the foundation are covered with soil to form a soil layer at the tunnel opening and compress the foundation to secure stability of a slope.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| KR10-2016-0009180 | 2016-01-26 | ||
| KR1020160009180A KR101665515B1 (en) | 2016-01-26 | 2016-01-26 | Direct-boring pipe roof tunnel construction method and structure non-cutting natural ground |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107060803A CN107060803A (en) | 2017-08-18 |
| CN107060803B true CN107060803B (en) | 2020-07-03 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610878148.4A Active CN107060803B (en) | 2016-01-26 | 2016-09-30 | Tunnel construction method by utilizing pipe curtain grouting |
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| KR (1) | KR101665515B1 (en) |
| CN (1) | CN107060803B (en) |
Families Citing this family (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101834847B1 (en) * | 2017-03-17 | 2018-03-06 | (주)하경엔지니어링 | Echo-environmental construction method of tunnel portal area using mini pipe-roof |
| KR102064998B1 (en) | 2017-07-07 | 2020-01-10 | 주식회사 뉴컨스텍 | Slip reduction type side connection steel pipe and linear and curved line hybrid type tunnel construction using it |
| KR101877436B1 (en) * | 2017-07-17 | 2018-07-11 | 우경기술주식회사 | Tunnel construction method for non-cutting natural ground |
| CN109404011A (en) * | 2018-09-10 | 2019-03-01 | 北京隧盾市政建设有限公司 | A kind of heat insulating construction method of pipe curtain slip casting tunnel water outlet |
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| CN107060803A (en) | 2017-08-18 |
| KR101665515B1 (en) | 2016-10-24 |
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