CN210598996U - Tunnel crossing slip casting water shutoff drilling structure - Google Patents
Tunnel crossing slip casting water shutoff drilling structure Download PDFInfo
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- CN210598996U CN210598996U CN201920930527.2U CN201920930527U CN210598996U CN 210598996 U CN210598996 U CN 210598996U CN 201920930527 U CN201920930527 U CN 201920930527U CN 210598996 U CN210598996 U CN 210598996U
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Abstract
The utility model provides a cross-type grouting water plugging drilling structure for a tunnel, which comprises two drainage holes and two grouting holes, wherein the two drainage holes are arranged on two sides of a crack of a tunnel arch in a crossed manner, the two grouting holes are arranged on two sides of the crack of the tunnel arch in a crossed manner, a cross point of the two drainage holes is arranged above a cross point of the two grouting holes, and the drainage holes are not communicated with the grouting holes; the first end setting in drainage hole is in the country rock, and the second end in drainage hole communicates with the tunnel is inside, and the first end setting in slip casting hole is in the country rock, and the second end in slip casting hole communicates with the tunnel is inside. The utility model discloses the water shutoff effect of slip casting is good, guarantees that later stage lining cutting does not have the percolating water phenomenon.
Description
Technical Field
The utility model relates to a tunnel crack repair technical field specifically is a tunnel crossing slip casting water shutoff drilling structure.
Background
In tunnel construction, water leakage often still occurs after the primary support construction of the tunnel because the surrounding rock crossing meets soluble rock, a water-rich end, a broken fracture section and the like, and the positions where the water leakage occurs are four positions of the tunnel arch, the arch shoulder, the side wall and the tunnel bottom. Of these four locations, water leakage from the arch and tunnel floor is the most difficult to manage. Aiming at the water leakage treatment method of the tunnel arch part, the traditional treatment method is to carry out grouting at the water leakage point, but the field implementation effect is not good, and the reason is that the arrangement mode of grouting holes is unreasonable, the grouting with water is difficult, and the like. The traditional treatment method adopts radial drilling grouting, the grouting range cannot block leakage points in a targeted manner, and after water flows out of the drilled holes, the construction difficulty of grouting with water is high and the process is complex, so that the grouting water plugging effect is not ideal after on-site water plugging treatment.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a tunnel crossing slip casting water shutoff drilling structure.
In order to achieve the purpose, the utility model provides a cross-type grouting and water plugging drilling structure for tunnel, including two drainage holes and two grouting holes, two drainage holes are crosswise arranged on the two sides of the crack of the tunnel arch, two grouting holes are crosswise arranged on the two sides of the crack of the tunnel arch, the intersection point of the two drainage holes is arranged above the intersection point of the two grouting holes, and the drainage holes are not communicated with the grouting holes; the first end setting in drainage hole is in the country rock, the second end and the inside intercommunication in tunnel in drainage hole, the first end setting in slip casting hole is in the country rock, the second end and the inside intercommunication in tunnel in slip casting hole.
It is visible by above-mentioned scheme, through setting up crossing slip casting hole to set up crossing drainage hole above the slip casting hole, through reasonable drainage hole and slip casting hole arrangement mode, make the seepage water discharge from the drainage hole, avoid the seepage water to get into in the slip casting hole, effectively solve the big problem of the slip casting degree of difficulty of taking water.
The further proposal is that the length of the grouting holes is not more than that of the drainage holes, and the elevation angle of the grouting holes is not more than that of the drainage holes.
Further, the length of the drainage hole is 3-5 m, and the elevation angle of the drainage hole is set to be 20-60 degrees.
Further, the length of the grouting hole is 1 to 3m, and the elevation angle of the grouting hole is set to be 20 degrees to 50 degrees.
The further proposal is that a first orifice pipe is arranged in the drainage hole, and a first gate valve is arranged on the first orifice pipe; and a second orifice pipe is arranged in the grouting hole, and a second gate valve is arranged on the second orifice pipe.
Drawings
Fig. 1 is the utility model discloses slip casting water shutoff drilling structure's of embodiment schematic diagram.
Fig. 2 is a flow chart of a construction method according to an embodiment of the present invention.
The present invention will be further explained with reference to the drawings and examples.
Detailed Description
Referring to fig. 1, fig. 1 is a schematic view of a grouting water plugging drilling structure according to an embodiment of the present invention. This slip casting water shutoff drilling structure includes two drainage holes 1 and two injected hole 2, and two drainage holes 1 alternately set up the crack both sides at tunnel hunch portion, and two injected hole 2 alternately set up the crack both sides at tunnel hunch portion. The cross point of the two drainage holes 1 is arranged above the cross point of the two grouting holes 2, and the drainage holes 1 are not communicated with the grouting holes 2. The first end setting of drainage hole 1 is in the country rock of tunnel hunch portion, and the second end of drainage hole 1 runs through preliminary bracing 3 and communicates with the inner space in tunnel. The first end of the grouting hole 2 is arranged in the surrounding rock of the tunnel arch part, and the second end of the grouting hole 2 penetrates through the primary support 3 and is communicated with the inner space of the tunnel. A first orifice pipe is arranged in the drainage hole 1, and a first gate valve 4 is arranged on the first orifice pipe; and a second orifice pipe is arranged in the grouting hole 2, and a second gate valve 5 is arranged on the second orifice pipe, so that leakage water is conveniently discharged and grouting construction is conveniently carried out.
The length of the grouting holes 2 is not more than that of the drainage holes 1, and the elevation angle of the grouting holes 2 is not more than that of the drainage holes 1. Specifically, the length of the drainage hole 1 is 3m to 5m, and the elevation angle of the drainage hole 1 is set to 20 ° to 60 °. The length of the grout hole 2 is 1 to 3m, and the elevation angle of the grout hole 2 is set to 20 to 50 °.
Referring to fig. 2, fig. 2 is a flow chart of a construction method according to an embodiment of the present invention. The construction method comprises the following steps:
in step S1, after the position of the crack in which water leaks from the arch of the tunnel is determined, drilling work is performed along both sides of the crack. If a plurality of cracks exist in the tunnel arch, the steps S1 to S6 are sequentially executed for each crack until the plurality of cracks in the tunnel arch do not leak water any more. The drilling construction comprises two drainage holes which are arranged in a crossed manner and two grouting holes which are arranged in a crossed manner. The drilling order of drainage hole and injected hole does not have specific requirement, and the staff can bore drainage hole earlier, and the back bores the injected hole, perhaps bores the injected hole earlier, bores the drainage hole afterwards. The cross point of the two drainage holes is arranged above the cross point of the two grouting holes, and the drainage holes are not communicated with the grouting holes. In the drilling construction process, the length of the grouting holes is not more than that of the drainage holes, and the elevation angles of the grouting holes are not more than that of the drainage holes. The length of the grouting holes is preferably 1m to 3m, and the elevation angle of the grouting holes is preferably 20 ° to 50 °. The length of the drainage holes is preferably 3m to 5m, and the elevation angle of the drainage holes is preferably 20 ° to 60 °. The first end setting in the tunnel hunch portion country rock in the drainage hole, the second end in drainage hole runs through tunnel preliminary bracing and communicates with the tunnel inner space. The first end setting of injected hole is in tunnel hunch portion country rock, and the second end of injected hole runs through tunnel preliminary bracing and communicates with tunnel inner space.
And step S2 is executed, and after the drilling is completed, a first orifice tube and a first gate valve are installed on the second end of each drainage hole in time, and a second orifice tube and a second gate valve are installed on the second end of each grouting hole at the same time.
Subsequently, step S3 is executed to open at least one first gate valve and drain the leakage water in the crack. This embodiment preferably opens two first gate valves simultaneously to increase the draining speed.
Then, step S4 is executed, two second gate valves are opened, and after the water yield of two grouting holes is reduced, two grouting holes are simultaneously grouted. Preferably, a high-pressure grouting method is adopted to penetrate grouting slurry into the cracks of the tunnel arch part so as to form a grouting solidified first water-resisting layer. The first water-resisting layer can be covered with all broken surrounding rock infiltration cracks below the cross point of the two drainage holes along the lower side edges of the two drainage holes. The grouting slurry can be made of water-blocking material formed by mixing water glass and cement slurry according to a preset proportion, or can be made of water-curable polymer chemical material such as RSS.
And step S5 is executed, after the arch part crack has no obvious water seepage phenomenon, one of the first gate valves is closed, and high-pressure grouting is carried out on the drainage hole where the other first gate valve is located. The slurry of the high-pressure grouting can adopt a water plugging material formed by matching water glass and cement slurry according to a certain proportion in advance, so that the consolidation time of the water plugging material is properly shortened, the drainage hole and the crack can be quickly plugged and permeated, and a second waterproof layer is formed. The second water-resisting layer is fully distributed in the length direction of the drainage holes and in the seepage cracks of all the broken surrounding rocks above the intersection points of the two drainage holes.
Then, step S6 is executed to open a closed first gate valve and perform high-pressure grouting on the drainage hole where the first gate valve is located. The slurry for high-pressure grouting can adopt a water plugging material formed by matching water glass and cement slurry according to a certain proportion in advance, so that the consolidation time of the water plugging material is properly shortened, rapid plugging and permeation can be realized aiming at the drainage hole and the crack, and a third waterproof layer is formed. The third water-resisting layer is fully distributed in the permeable cracks of all the broken surrounding rocks in the length direction of the drainage hole.
The utility model discloses the implementation is through carrying out drainage and slip casting operation in grades to drainage hole and slip casting hole for form first water barrier, second water barrier, third water barrier in proper order in the infiltration crack of broken country rock, form a whole water proof consolidation body jointly through first water barrier, second water barrier, third water barrier, finally fill the shutoff with the infiltration crack of broken country rock, realize the water shutoff effect.
Claims (5)
1. The utility model provides a crossing slip casting water shutoff drilling structure in tunnel which characterized in that: the drainage device comprises two drainage holes and two grouting holes, wherein the two drainage holes are arranged on two sides of a crack of a tunnel arch in a crossed manner, the two grouting holes are arranged on two sides of the crack of the tunnel arch in a crossed manner, a cross point of the two drainage holes is arranged above a cross point of the two grouting holes, and the drainage holes are not communicated with the grouting holes; the first end setting in drainage hole is in the country rock, the second end and the inside intercommunication in tunnel in drainage hole, the first end setting in slip casting hole is in the country rock, the second end and the inside intercommunication in tunnel in slip casting hole.
2. The grouting water plugging drilling structure according to claim 1, characterized in that: the length of the grouting holes is not more than that of the drainage holes, and the elevation angle of the grouting holes is not more than that of the drainage holes.
3. The grouting water plugging drilling structure according to claim 2, characterized in that: the length of the drainage hole is 3-5 m, and the elevation angle of the drainage hole is set to be 20-60 degrees.
4. The grouting water plugging drilling structure according to any one of claims 1 to 3, characterized in that: the length of the grouting hole is 1 to 3m, and the elevation angle of the grouting hole is set to be 20-50 degrees.
5. The grouting water plugging drilling structure according to claim 4, characterized in that: a first orifice pipe is arranged in the drainage hole, and a first gate valve is arranged on the first orifice pipe; and a second orifice pipe is arranged in the grouting hole, and a second gate valve is arranged on the second orifice pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920930527.2U CN210598996U (en) | 2019-06-19 | 2019-06-19 | Tunnel crossing slip casting water shutoff drilling structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920930527.2U CN210598996U (en) | 2019-06-19 | 2019-06-19 | Tunnel crossing slip casting water shutoff drilling structure |
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| CN210598996U true CN210598996U (en) | 2020-05-22 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201920930527.2U Active CN210598996U (en) | 2019-06-19 | 2019-06-19 | Tunnel crossing slip casting water shutoff drilling structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110185470A (en) * | 2019-06-19 | 2019-08-30 | 中铁十九局集团第六工程有限公司 | A kind of tunnel cross formula grouting for water blocking hole structure and its construction method |
| CN112879041A (en) * | 2021-01-23 | 2021-06-01 | 中铁二十三局集团第一工程有限公司 | Construction method for treating diseases of main structure of subway |
-
2019
- 2019-06-19 CN CN201920930527.2U patent/CN210598996U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110185470A (en) * | 2019-06-19 | 2019-08-30 | 中铁十九局集团第六工程有限公司 | A kind of tunnel cross formula grouting for water blocking hole structure and its construction method |
| CN112879041A (en) * | 2021-01-23 | 2021-06-01 | 中铁二十三局集团第一工程有限公司 | Construction method for treating diseases of main structure of subway |
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