CN112160341A - Combined reinforcement construction method for underground structure - Google Patents
Combined reinforcement construction method for underground structure Download PDFInfo
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- CN112160341A CN112160341A CN202011028022.0A CN202011028022A CN112160341A CN 112160341 A CN112160341 A CN 112160341A CN 202011028022 A CN202011028022 A CN 202011028022A CN 112160341 A CN112160341 A CN 112160341A
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- pile
- underground structure
- construction method
- pressure
- underground
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Abstract
The invention relates to a combined reinforcement construction method for an underground structure. The method comprises the following steps: 1) measuring and paying off; 2) constructing a horizontal MJS reinforcing pile; 3) and (5) constructing the vertical high-pressure jet grouting reinforced pile. The method reduces the safety risk when the important underground structures are penetrated, creates good construction conditions for penetrating the underground structures at a short distance in later underground excavation with good reinforcement quality, overcomes the common hidden danger of ground and underground structure settlement in the past underground excavation construction, and ensures the safe and stable operation of the underground structures.
Description
Technical Field
The invention relates to a building construction method, in particular to a combined reinforcement construction method for an underground structure.
Background
The biggest difficulties encountered in constructing utility corridors or underground passages in large cities are "traffic diversion" and "pipeline relocation". In order to avoid a large amount of guide and alteration work, a subsurface excavation construction method can be adopted to meet the construction requirements, but when important underground structures or pipelines are encountered, the settlement and deformation in the construction process cannot be ensured to meet the requirements only by adopting conventional construction control measures.
Disclosure of Invention
The invention provides a combined reinforcement construction method for an underground structure, which aims to solve the technical problems in the background art, adopts reasonable combination of a conventional reinforcement mode and utilizes conventional construction materials to realize all-round protection of the underground structure.
The technical solution of the invention is as follows: the invention relates to a combined reinforcement construction method for an underground structure, which is characterized by comprising the following steps: the method comprises the following steps:
1) measuring and paying off;
2) constructing a horizontal MJS (omnibearing high-pressure injection method pile) reinforcing pile;
3) and (5) constructing the vertical high-pressure jet grouting reinforced pile.
Preferably, the specific steps of step 1) are as follows:
1.1) measuring and setting out the side line of the underground structure according to the investigation data of the underground structure, performing exploration and rechecking on the actual position of the underground structure, and marking the position of the underground structure on the original ground;
and 1.2) measuring the horizontal reinforcement range of the horizontal MJS construction method pile (omnibearing high-pressure jet construction method pile) and the vertical high-pressure jet grouting pile reinforcement range according to the sideline position of the underground structure.
Preferably, the specific steps of step 2) are as follows:
2.1) after the starting well is excavated to the elevation of the construction requirement of the horizontal reinforcing pile, leveling and compacting the substrate to meet the requirement of the bearing capacity of a drilling machine;
2.2) adopting an MJS construction method to construct the horizontal reinforcing pile, which mainly comprises five steps of drilling machine positioning, drilling machine hole forming, slurry spraying, sectional dismantling and pile jumping and meshing;
2.2.1) drill in place: accurately releasing the pile position according to a design drawing, wherein the deviation of the hole position is required to be not more than 5cm, aligning a drill bit to the center of the pile position after a drilling machine is in position, adjusting the drilling machine to enable a drill rod to be horizontal by using a leveling instrument, and then reinforcing and stabilizing the drilling machine to prevent the drilling machine from shifting and deviating from the center of the pile position;
2.2.2) drilling by a drilling machine: installing an anti-gushing device, opening a valve, enabling a drill rod to enter a reinforced stratum, and observing the hole forming condition, the footage difficulty and the soil layer condition in the hole forming process;
2.2.3) spraying the slurry: firstly, starting reverse suction water flow and reverse suction air, and opening a sludge discharge valve and starting a high-pressure cement pump and a main air compressor when the sludge discharge is confirmed to be normal; when the high-pressure cement pump is started, the pressure is gradually increased until the specified pressure is reached and the earth pressure is confirmed to be normal, the earth pressure is slowly pulled out, the earth pressure is closely monitored during construction, when the pressure is abnormal, the size of the slurry discharge valve must be timely adjusted, and the earth pressure is controlled within a safe range; after each operation is finished, grouting plugging is carried out by utilizing a pre-installed grouting hole; repeating the steps until grouting is finished;
2.2.4) dismantling the grouting pipe in sections: after a drill rod is pulled out, the drill rod is disassembled, the conditions of a sealing ring and a data line are carefully checked in the process of disassembling the drill rod, whether the sealing ring and the data line are damaged or not is judged, the underground pressure is displayed to be normal or not, if a problem exists, the sealing ring and the data line are timely eliminated, and the drill rod needs to be timely washed and maintained after being disassembled;
2.2.5) pile jumping and meshing to complete construction: and forming a continuous reinforcement body at the bottom of a box culvert at the bottom of the underground structure by adopting a pile jumping construction method.
Preferably, the pile diameter of the MJS construction method in the step 2.2) requires A2200mm @1500mm, and two sides of the pile exceed the edge of the underground structure by 3m respectively.
Preferably, the concrete step of step 3) is that vertical high-pressure rotary spraying reinforcing piles are adopted on two sides of the underground structure and fully meshed with horizontal MJS construction method piles.
Preferably, the size of the high-pressure jet grouting reinforcing pile is A800mm @650mm, and the width of the high-pressure jet grouting reinforcing pile is 3 m.
According to the combined reinforcement construction method for the underground structures, the horizontal MJS reinforcement piles and the vertical high-pressure jet grouting reinforcement piles are combined for reinforcement, a U-shaped protective soil body is formed around the underground structure needing to penetrate through, the safety risk when important underground structures penetrate through the underground structure in underground excavation is reduced, good reinforcement quality creates good construction conditions for penetrating the underground structures in the later underground excavation passage in a close distance, the common ground and underground structure settlement hidden danger in the past underground excavation construction is overcome, and the safe and stable operation of the underground structures is guaranteed.
Drawings
FIG. 1 is a schematic view of the construction of the present invention;
fig. 2 is a schematic view of the construction orientation of the present invention.
The reference numerals are explained below:
1. original ground; 2. an underground structure; 3. MJS horizontal reinforcement range; 4. the reinforcing range of the vertical high-pressure jet grouting pile is widened; 5. an originating well; 6. and (6) secretly digging a channel.
Detailed Description
Referring to fig. 1 and 2, the method of the embodiment of the present invention is as follows:
1) measuring and paying off;
1.1) measuring and releasing the side line of the underground structure 2 according to the survey data of the underground structure 2, performing exploration and rechecking on the actual position of the underground structure 2, and marking the position of the underground structure 2 on the original ground 1;
1.2) measuring the MJS horizontal reinforcement range 3 and the vertical high-pressure jet grouting pile reinforcement range 4 of the horizontal MJS construction method pile (omnibearing high-pressure jet construction method pile) according to the sideline position of the underground structure.
2) Constructing a horizontal MJS reinforcing pile;
2.1) after the initial well 5 is excavated to the elevation of the construction requirement of the horizontal reinforcing pile, leveling and compacting the substrate to meet the requirement of the bearing capacity of a drilling machine;
2.2) adopting an MJS construction method to construct the horizontal reinforcing pile, which mainly comprises five steps of drilling machine positioning, drilling machine hole forming, slurry spraying, sectional dismantling and pile jumping and meshing;
2.2.1) drill in place: accurately releasing the pile position according to a design drawing, wherein the deviation of the hole position is required to be not more than 5cm, aligning a drill bit to the center of the pile position after a drilling machine is in position, adjusting the drilling machine to enable a drill rod to be horizontal by using a leveling instrument, and then reinforcing and stabilizing the drilling machine to prevent the drilling machine from shifting and deviating from the center of the pile position;
2.2.2) drilling by a drilling machine: installing an anti-gushing device, opening a valve, enabling a drill rod to enter a reinforced stratum, and observing the hole forming condition, the footage difficulty and the soil layer condition in the hole forming process;
2.2.3) spraying the slurry: firstly, starting reverse suction water flow and reverse suction air, and opening a sludge discharge valve and starting a high-pressure cement pump and a main air compressor when the sludge discharge is confirmed to be normal; when the high-pressure cement pump is started, the pressure is gradually increased until the specified pressure is reached and the earth pressure is confirmed to be normal, the earth pressure is slowly pulled out, the earth pressure is closely monitored during construction, when the pressure is abnormal, the size of the slurry discharge valve must be timely adjusted, and the earth pressure is controlled within a safe range; after each operation is finished, grouting and sealing are carried out by utilizing the pre-installed grouting holes; repeating the steps until grouting is finished;
2.2.4) dismantling the grouting pipe in sections: after a drill rod is pulled out, the drill rod is disassembled, the conditions of a sealing ring and a data line are carefully checked in the process of disassembling the drill rod, whether the sealing ring and the data line are damaged or not is judged, the underground pressure is displayed to be normal or not, if a problem exists, the sealing ring and the data line are timely eliminated, and the drill rod needs to be timely washed and maintained after being disassembled;
2.2.5) pile jumping and meshing to complete construction: and forming a continuous reinforcement body at the bottom of a box culvert at the bottom of the underground structure 2 by adopting a pile jumping construction method.
In the step 2.2), the pile diameter of the MJS construction method pile is required to be A2200mm @1500mm, and two sides of the MJS construction method pile exceed 2 edges of the underground structure by 3m respectively.
3) And (5) constructing the vertical high-pressure jet grouting reinforced pile.
Vertical high-pressure jet grouting reinforcing piles are adopted on two sides of the underground structure and are fully meshed with horizontal MJS construction method piles, the size of each high-pressure jet grouting reinforcing pile is A800mm @650mm, and the width of each high-pressure jet grouting reinforcing pile is 3 m.
The good reinforcement quality of the invention creates good construction conditions for the later underground excavation channel 6 to penetrate the underground structure 2 at a short distance, and overcomes the common hidden danger of the settlement of the ground and the underground structure 2 in the past underground excavation construction.
The above embodiments are only specific embodiments disclosed in the present invention, but the scope of the present invention is not limited thereto, and the scope of the present invention disclosed in the present invention should be subject to the scope of the claims.
Claims (7)
1. A combined reinforcement construction method for underground structures is characterized in that: the method comprises the following steps:
1) measuring and paying off;
2) constructing a horizontal MJS reinforcing pile;
3) and (5) constructing the vertical high-pressure jet grouting reinforced pile.
2. The combined reinforcement construction method for an underground structure according to claim 1, wherein: the specific steps of the step 1) are as follows:
1.1) measuring and releasing the side line of the underground structure according to the investigation data of the underground structure, performing exploration and rechecking on the actual position of the underground structure, and marking the position of the underground structure on the original ground;
and 1.2) measuring the MJS horizontal reinforcement range and the vertical high-pressure jet grouting pile reinforcement range of the horizontal MJS construction method pile according to the sideline position of the underground structure.
3. The combined reinforcement construction method for an underground structure according to claim 2, wherein: the specific steps of the step 2) are as follows:
2.1) after the starting well is excavated to the elevation of the construction requirement of the horizontal reinforcing pile, leveling and compacting the substrate to meet the requirement of the bearing capacity of a drilling machine;
and 2.2) adopting an MJS construction method for the horizontal reinforcing pile.
4. A combined reinforcement construction method for an underground structure according to claim 3, wherein: the specific steps of step 2.2) are as follows:
2.2.1) drill in place: accurately releasing the pile position according to a design drawing, wherein the deviation of the hole position is required to be not more than 5cm, aligning a drill bit to the center of the pile position after a drilling machine is in position, adjusting the drilling machine to enable a drill rod to be horizontal by using a leveling instrument, and then reinforcing and stabilizing the drilling machine to prevent the drilling machine from shifting and deviating from the center of the pile position;
2.2.2) drilling by a drilling machine: installing an anti-gushing device, opening a valve, enabling a drill rod to enter a reinforced stratum, and observing the hole forming condition, the footage difficulty and the soil layer condition in the hole forming process;
2.2.3) spraying the slurry: firstly, starting reverse suction water flow and reverse suction air, and opening a sludge discharge valve and starting a high-pressure cement pump and a main air compressor when the sludge discharge is confirmed to be normal; when the high-pressure cement pump is started, the pressure is gradually increased until the specified pressure is reached and the earth pressure is confirmed to be normal, the earth pressure is slowly pulled out, the earth pressure is closely monitored during construction, when the pressure is abnormal, the size of the slurry discharge valve must be timely adjusted, and the earth pressure is controlled within a safe range; after each operation is finished, grouting plugging is carried out by utilizing a pre-installed grouting hole; repeating the steps until grouting is finished;
2.2.4) dismantling the grouting pipe in sections: after a drill rod is pulled out, the drill rod is disassembled, the conditions of a sealing ring and a data line are carefully checked in the process of disassembling the drill rod, whether the sealing ring and the data line are damaged or not is judged, the underground pressure is displayed to be normal or not, if a problem exists, the sealing ring and the data line are timely eliminated, and the drill rod needs to be timely washed and maintained after being disassembled;
2.2.5) pile jumping and meshing to complete construction: and forming a continuous reinforcement body at the bottom of a box culvert at the bottom of the underground structure by adopting a pile jumping construction method.
5. The combined reinforcement construction method for an underground structure according to claim 4, wherein: in the step 2.2), the pile diameter of the MJS construction method pile requires A2200mm @1500mm, and two sides of the MJS construction method pile respectively exceed the edge 3m of the underground structure.
6. The combined reinforcement construction method for an underground structure according to claim 5, wherein: and 3) specifically, adopting vertical high-pressure rotary spraying reinforcing piles at two sides of the underground structure, and fully meshing with the horizontal MJS construction method piles.
7. A combined reinforcement construction method for an underground structure according to any one of claims 1 to 6, characterized in that: the size of the high-pressure jet grouting reinforcing pile is A800mm @650mm, and the width of the high-pressure jet grouting reinforcing pile is 3 m.
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| CN202011028022.0A CN112160341A (en) | 2020-09-27 | 2020-09-27 | Combined reinforcement construction method for underground structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011028022.0A CN112160341A (en) | 2020-09-27 | 2020-09-27 | Combined reinforcement construction method for underground structure |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104033160A (en) * | 2014-06-11 | 2014-09-10 | 同济大学 | Novel support method applicable to shallow-buried subsurface tunnel of soft soil stratum |
| CN107091095A (en) * | 2017-06-19 | 2017-08-25 | 中建隧道建设有限公司 | Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield |
| CN108979659A (en) * | 2018-07-04 | 2018-12-11 | 中铁第勘察设计院集团有限公司 | The ruggedized construction and method of structures are worn under weak soil rich water large cross-section tunnel group |
| CN109339051A (en) * | 2018-11-15 | 2019-02-15 | 张运考 | A kind of MJS engineering method pile construction method |
| KR102066495B1 (en) * | 2019-03-18 | 2020-01-15 | (주)태극기초 | Underground composite construction of waterproof combination |
| CN210509175U (en) * | 2019-08-13 | 2020-05-12 | 中铁十一局集团城市轨道工程有限公司 | Reinforced structure of building is worn to shield closely side |
-
2020
- 2020-09-27 CN CN202011028022.0A patent/CN112160341A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104033160A (en) * | 2014-06-11 | 2014-09-10 | 同济大学 | Novel support method applicable to shallow-buried subsurface tunnel of soft soil stratum |
| CN107091095A (en) * | 2017-06-19 | 2017-08-25 | 中建隧道建设有限公司 | Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield |
| CN108979659A (en) * | 2018-07-04 | 2018-12-11 | 中铁第勘察设计院集团有限公司 | The ruggedized construction and method of structures are worn under weak soil rich water large cross-section tunnel group |
| CN109339051A (en) * | 2018-11-15 | 2019-02-15 | 张运考 | A kind of MJS engineering method pile construction method |
| KR102066495B1 (en) * | 2019-03-18 | 2020-01-15 | (주)태극기초 | Underground composite construction of waterproof combination |
| CN210509175U (en) * | 2019-08-13 | 2020-05-12 | 中铁十一局集团城市轨道工程有限公司 | Reinforced structure of building is worn to shield closely side |
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Application publication date: 20210101 |
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