CN220667564U - Cave door reinforcing structure with jacking pipe penetrating through micro confined aquifer - Google Patents
Cave door reinforcing structure with jacking pipe penetrating through micro confined aquifer Download PDFInfo
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- CN220667564U CN220667564U CN202322176245.7U CN202322176245U CN220667564U CN 220667564 U CN220667564 U CN 220667564U CN 202322176245 U CN202322176245 U CN 202322176245U CN 220667564 U CN220667564 U CN 220667564U
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 16
- 230000000149 penetrating effect Effects 0.000 title claims abstract description 13
- 238000010276 construction Methods 0.000 claims abstract description 81
- 230000002787 reinforcement Effects 0.000 claims description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 12
- 239000004576 sand Substances 0.000 abstract description 3
- 238000000034 method Methods 0.000 description 8
- 239000004568 cement Substances 0.000 description 7
- 239000002689 soil Substances 0.000 description 6
- 238000001556 precipitation Methods 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 238000011049 filling Methods 0.000 description 3
- 239000011398 Portland cement Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000009191 jumping Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
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Abstract
The utility model discloses a tunnel portal reinforcing structure with a jacking pipe penetrating through a micro confined aquifer, which comprises the following components: the foundation pit support is arranged at the periphery of the pipe-jacking working well; the multi-row MJS construction method piles are arranged on the outer side of a pipe-jacking cavity door on the pipe-jacking working well and are sequentially distributed along the direction of approaching the pipe-jacking working well and away from the pipe-jacking working well, the multi-row MJS construction method piles are mutually meshed, one row of MJS construction method piles approaching the foundation pit support are meshed with the foundation pit support, and a plurality of MJS construction method piles of each row of MJS construction method piles are sequentially meshed; the dewatering well is arranged at the outer side of the pipe jacking working well and positioned at two sides of the pipe jacking portal; the high-pressure jet grouting piles are sequentially meshed and arranged on the periphery of the dewatering well, and the high-pressure jet grouting piles at two ends are respectively meshed with the foundation pit support and one row of MJS construction method piles. The tunnel portal reinforcing structure provided by the utility model can reduce the risks of starting and receiving water and sand gushing of the tunnel portal on the river side of rich water and control the surface subsidence.
Description
Technical Field
The utility model relates to the technical field of pipe jacking construction, in particular to a tunnel portal reinforcing structure for a pipe jacking penetrating through a micro confined aquifer.
Background
With the rapid development of urban construction in China, the rectangular pipe jacking method is used as an environment-friendly, safe, environment-friendly and efficient underground engineering construction technology, is applied to various fields of urban underground space development, and gradually becomes a research hot spot.
At present, the national specifications and the atlas are only aimed at the relevant regulations of reinforcing the tunnel portal such as the section tunnel and the like, and the relevant regulations of the method for reinforcing the pipe-jacking tunnel portal are not involved, and the safety of the originating and receiving of the tunnel portal is directly affected by the quality of the reinforcing of the pipe-jacking tunnel portal. 5 rows are adopted for reinforcing conventional pipe jacking tunnel portal@600 triaxial stirring pile +1 row->Triple tube @500The jet grouting pile is reinforced, the reinforcing width is about 3.45m, an emergency dewatering well is arranged outside the tunnel portal, and aiming at the river-side tunnel portal in which a large-section jacking pipe is deeply buried and penetrates through a micro confined aquifer, the following problems exist:
(1) Because the pipe jacking buries deeply, the water head pressure of the corresponding tunnel portal is higher, and the pipe jacking tunnel portal is in the river and is positioned in the micro-confined aquifer, the water quantity is rich, and the tunnel portal is the weakest place of foundation pit support water stop in the opening process, so that the risks of leakage and water and sand gushing are easy to occur;
(2) The triaxial mixing pile machine tool is larger, the requirements on construction sites are higher, the construction space of the top pipe river side portal is limited due to the limitation of river revetments, and the construction difficulty is high.
The present utility model has been made in order to solve the above-mentioned problems.
Disclosure of Invention
Based on the problems, the utility model aims to provide a tunnel portal reinforcing structure with a jacking pipe penetrating through a micro confined aquifer, which can improve the bearing capacity of soil at the end of a tunnel portal.
In order to solve the problems in the prior art, the technical scheme provided by the utility model is as follows:
a portal reinforcement structure for a jacking pipe penetrating through a micro confined aquifer, comprising:
the foundation pit support is arranged at the periphery of the pipe-jacking working well;
the multi-row MJS construction method piles are arranged on the outer side of a pipe-jacking cavity door on the pipe-jacking working well and are sequentially distributed along the pipe-jacking extending direction, two adjacent rows of MJS construction method piles are mutually meshed, one row of MJS construction method piles close to the foundation pit support is meshed with the foundation pit support, and a plurality of MJS construction method piles of each row of MJS construction method piles are sequentially meshed;
the dewatering well is arranged at the outer side of the pipe jacking working well and positioned at two sides of the pipe jacking portal;
the high-pressure jet grouting piles are sequentially meshed and arranged on the periphery of the dewatering well, and the high-pressure jet grouting piles at two ends are respectively meshed with the foundation pit support and one row of MJS construction method piles.
Further, the number of the multiple rows of MJS construction method piles is three, wherein pile diameters of two rows of MJS construction method piles close to the foundation pit support are the same and smaller than pile diameters of one row of MJS construction method piles far from the foundation pit support.
Further, the length of the MJS construction method pile in the middle row is greater than that of the other two rows, and is consistent with that of the high-pressure jet grouting piles.
Further, the reinforcement width of the multi-row MJS method pile is 5 meters.
Further, the pile diameter of the MJS construction method pile is 2000-2600 mm, and the pile center distance is 1400mm.
Further, the pile diameter of the high-pressure jet grouting pile is 800mm, and the pile center distance is 500mm.
Further, the engagement of the MJS construction method piles and the foundation pit support is not smaller than 500mm, and the engagement of the high-pressure jet grouting piles and the foundation pit support and one row of MJS construction method piles is not smaller than 300mm.
The MJS job stub in the above embodiment refers to: pile body made by MJS construction method (namely omnibearing high-pressure jet grouting method).
Compared with the prior art, the utility model has the advantages that:
1. performing multi-row MJS construction method piles outside a foundation pit support to reinforce a door opening, wherein one row of MJS construction method piles are lengthened and are arranged on high-pressure jet grouting piles at the periphery of a precipitation well to form a waterproof curtain, a micro confined aquifer is isolated from enclosing precipitation, the starting and receiving tightness of the door opening is improved, the influence on the surrounding environment is reduced, the bearing capacity of the soil body at the end of the door opening is improved, the starting and receiving water and sand gushing risks of the door at the water-rich river side are reduced, and the surface subsidence is controlled;
2. the MJS construction method and the jet grouting pile machine tool are smaller, the requirements on construction sites are lower, and the construction difficulty is low.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present utility model, the drawings that are needed in the description of the embodiments will be briefly described below, in which the drawings are only some embodiments of the present utility model, and other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic structural view of an embodiment of a portal reinforcing structure with a jacking pipe penetrating through a micro confined aquifer;
FIG. 2 is a schematic view of section A-A of FIG. 1;
wherein:
1. supporting a foundation pit;
2. MJS construction method piles;
3. high pressure jet grouting piles;
4. dewatering well;
5. jacking pipes;
6. a pipe jacking working well; 6-1, a pipe jacking portal.
Detailed Description
The above-described aspects are further described below in conjunction with specific embodiments. It should be understood that these examples are illustrative of the present utility model and are not intended to limit the scope of the present utility model. The implementation conditions used in the examples may be further adjusted according to the conditions of the specific manufacturer, and the implementation conditions not specified are generally those in routine experiments.
Referring to fig. 1 and 2, for a structural schematic diagram of an embodiment of the present utility model, a portal reinforcement structure is provided in which a top pipe passes through a micro confined aquifer, and the portal reinforcement structure includes a foundation pit support 1, a plurality of rows of MJS method piles 2, a dewatering well 4, and a plurality of high pressure jet grouting piles 3, which are disposed at the periphery of a top pipe working well 6. The MJS construction method pile 2 is a pile body which is constructed by an MJS construction method (namely an omnibearing high-pressure jet grouting method).
The multiple rows of MJS construction method piles 2 are arranged on the outer side of a pipe-jacking cavity 6-1 on the pipe-jacking working well 6, are sequentially distributed along the pipe-jacking extending direction, are mutually meshed, one row of MJS construction method piles 2 close to the foundation pit support 1 is meshed with the foundation pit support 1, and a plurality of MJS construction method piles 2 of each row of MJS construction method piles 2 are sequentially meshed.
In this example, the number of rows of MJS construction method piles 2 is three, and the reinforcement width is 5 meters. Wherein, the pile diameters of two rows of MJS construction method piles 2 close to the foundation pit support 1 are the same (the model is 2000@1400, namely the pile diameter is 2000mm, the pile center distance is 1400 mm), and are smaller than the pile diameters of a row of MJS construction method piles 2 far from the foundation pit support 1 (the model is 2600@1400, namely the pile diameter is 2600mm, and the pile center distance is 1400 mm).
The dewatering well 4 is arranged on the outer side of the pipe jacking working well 6 and positioned on two sides of the pipe jacking portal 6-1, the aperture of the dewatering well 1 is 650mm, a welded steel pipe with the diameter of 273mm is adopted as a well wall pipe, the wall thickness is 4mm, a well pipe filter is a round hole filter, two layers of 40-mesh filter screens are wrapped outside the well pipe filter, and filter materials are backfilled outside the well pipe.
The high-pressure jet grouting piles 3 are sequentially meshed and arranged on the periphery of the dewatering well 6, the high-pressure jet grouting piles 3 at two ends are respectively meshed with the foundation pit support 1 and the MJS construction method piles 2 at the middle row to form a waterproof curtain, the micro confined aquifer is isolated from enclosing dewatering, the opening starting and receiving tightness of the tunnel portal is improved, and the influence on the surrounding environment is reduced. In this example, the high-pressure jet grouting pile 3 is a triple pipe high-pressure jet grouting pile.
In order to facilitate the formation of a water stop curtain with the high pressure jet grouting piles 3, the MJS construction method piles 2 in the middle row are longer than the other two rows and are consistent with the lengths of the high pressure jet grouting piles 3.
In order to ensure the reinforcement strength, the engagement of the MJS construction method piles 2 with the foundation pit support 1 is not less than 500mm, and the engagement of the high-pressure jet grouting piles 3 with the foundation pit support 1 and one row of MJS construction method piles 2 is not less than 300mm.
A tunnel portal reinforcing method for enabling a jacking pipe to pass through a micro confined aquifer comprises the following steps:
(1) Constructing foundation pit supports on the periphery of a pipe-jacking working well, and constructing a plurality of rows of MJS construction method piles on the outer side of a pipe-jacking portal by adopting an MJS construction method to form a reinforced area;
(2) After the MJS construction method is finished, a plurality of high-pressure jet grouting piles are constructed, and the high-pressure jet grouting piles are meshed with the foundation pit support, wherein one row of MJS construction method piles form a waterproof curtain;
(3) After the construction of the high-pressure jet grouting pile is finished, carrying out pile forming quality detection after the cement soil reaches 28 days of age, grouting and filling a gap after the drilling and coring are finished, wherein the strength of the soil in a reinforced area formed by an MJS construction method is not less than 1.2MPa, so that the normal jacking construction of the pipe jacking machine is ensured;
(4) Arranging dewatering wells in the enclosing and closing ranges of the high-pressure jet grouting piles, the MJS construction method piles and the foundation pit support, pre-dewatering and draining the top pipe tunnel gate 20 days before the top pipe tunnel is broken, further reinforcing soil in the pit, and ensuring no water entering the tunnel;
(5) And when the jacking pipe starts to send out the tunnel portal or receives before entering the tunnel portal, manually breaking foundation pit supports on the outer side of the tunnel portal, performing double-liquid grouting and steel plate plugging after entering the tunnel, cleaning a concrete joint surface of the tunnel portal, and ensuring tight combination with a ring beam of the micro-expansion tunnel portal.
Wherein, the construction area of the MJS construction method in the step (1) is a jacking pipe tunnel portal and a range of 3 meters of the periphery of the jacking pipe tunnel portal, and the reinforcement width of the jacking pipe is 5 meters along the jacking direction of the jacking pipe.
And (3) carrying out hole guiding construction at the center of the MJS construction method pile, wherein the deviation of the hole guiding position is not more than 50mm, the depth of the hole guiding is more than 1 meter deep of the pile, the MJS construction method pile is constructed in a pile jumping construction mode, the pile jumping distance is 2-3 times of the effective pile diameter D, the construction interval time of adjacent piles is not less than 24h, the occlusion of the MJS construction method pile and a foundation pit support of a working well is not less than 500mm, the pile diameter is 2000-2600 mm, and the center distance of the piles is 1400mm.
The cement adopts 42.5-grade ordinary Portland cement when the MJS construction method is constructed, and the cement doping amount is not less than 40%. The specific construction parameters are as follows: the output pressure of the high-pressure pump is not less than 40MPa, the flow is not less than 90L/min, the fluctuation range is not more than 5%, the water-gel ratio is 1.0-1.3, and the internal pressure control coefficient is 1.3-1.6.
And (3) constructing the high-pressure jet grouting pile in the step (2) by adopting a triple pipe high-pressure jet grouting pile, constructing the triple pipe high-pressure jet grouting pile by adopting a pile jump construction mode, wherein the pile diameter is 800mm, the pile center distance is 500mm, and the pile engagement of the high-pressure jet grouting pile and a foundation pit support and an MJS construction method is not less than 300mm.
When the triple pipe high-pressure jet grouting pile is constructed, 42.5-grade ordinary Portland cement is adopted as cement, and the cement mixing amount is 300Kg/m. The specific construction parameters are as follows: the high-pressure water pressure is more than 20Mpa, the flow is more than 30L/min, the air flow pressure is more than 0.7Mpa, the lifting speed is 0.1-0.2 m/min, and the water-cement ratio of cement slurry is 1.0-1.2.
And (3) controlling the precipitation depth of the precipitation well in the step (4) to be 3.0m below the bottom of the jacking pipe. The concrete construction steps are as follows: measuring a well position; installing a drilling machine; burying a mouth protecting pipe; drilling a hole; cleaning holes and changing slurry; setting a well pipe; filling filter materials; filling with viscous soil; flushing the well; closing a wellhead; an Beng test-drawing; and (5) draining water.
The above examples are provided for illustrating the technical concept and features of the present utility model, and are intended to enable those skilled in the art to understand the contents of the present utility model and implement the same according to the contents, not to limit the scope of the present utility model. All equivalent changes or modifications made according to the spirit of the present utility model should be included in the scope of the present utility model.
Claims (7)
1. The utility model provides a top pipe passes through little confined aquifer's portal reinforced structure which characterized in that includes:
the foundation pit support is arranged at the periphery of the pipe-jacking working well;
the multi-row MJS construction method piles are arranged on the outer side of a pipe-jacking cavity door on the pipe-jacking working well and are sequentially distributed along the pipe-jacking extending direction, two adjacent rows of MJS construction method piles are mutually meshed, one row of MJS construction method piles close to the foundation pit support is meshed with the foundation pit support, and a plurality of MJS construction method piles of each row of MJS construction method piles are sequentially meshed;
the dewatering well is arranged at the outer side of the pipe jacking working well and positioned at two sides of the pipe jacking portal;
the high-pressure jet grouting piles are sequentially meshed and arranged on the periphery of the dewatering well, and the high-pressure jet grouting piles at two ends are respectively meshed with the foundation pit support and one row of MJS construction method piles.
2. The portal reinforcement structure for penetrating through micro confined aquifers by jacking pipes according to claim 1, wherein: the number of the multiple rows of MJS construction method piles is three, wherein the pile diameters of two rows of MJS construction method piles close to the foundation pit support are the same and smaller than the pile diameter of one row of MJS construction method piles far from the foundation pit support.
3. The tunnel portal reinforcing structure for penetrating through micro confined aquifer by jacking pipes according to claim 2, wherein: the MJS construction method piles in the middle row are longer than the other two rows and are consistent with the lengths of the high-pressure jet grouting piles.
4. The portal reinforcement structure for penetrating through micro confined aquifers by jacking pipes according to claim 1, wherein: the reinforcing width of the multi-row MJS construction method pile is 5 meters.
5. The portal reinforcement structure for penetrating through micro confined aquifers by jacking pipes according to claim 1, wherein: the pile diameter of the MJS construction method pile is 2000-2600 mm, and the pile center distance is 1400mm.
6. The portal reinforcement structure for penetrating through micro confined aquifers by jacking pipes according to claim 1, wherein: the pile diameter of the high-pressure jet grouting pile is 800mm, and the pile center distance is 500mm.
7. The portal reinforcement structure for penetrating through micro confined aquifers by jacking pipes according to claim 1, wherein: the occlusion of the MJS construction method pile and the foundation pit support is not smaller than 500mm, and the occlusion of the high-pressure jet grouting pile and the foundation pit support, one row of MJS construction method piles, is not smaller than 300mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202322176245.7U CN220667564U (en) | 2023-08-14 | 2023-08-14 | Cave door reinforcing structure with jacking pipe penetrating through micro confined aquifer |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202322176245.7U CN220667564U (en) | 2023-08-14 | 2023-08-14 | Cave door reinforcing structure with jacking pipe penetrating through micro confined aquifer |
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| CN220667564U true CN220667564U (en) | 2024-03-26 |
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| CN202322176245.7U Active CN220667564U (en) | 2023-08-14 | 2023-08-14 | Cave door reinforcing structure with jacking pipe penetrating through micro confined aquifer |
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| Country | Link |
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| CN (1) | CN220667564U (en) |
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- 2023-08-14 CN CN202322176245.7U patent/CN220667564U/en active Active
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