CN210509175U - Reinforced structure of building is worn to shield closely side - Google Patents
Reinforced structure of building is worn to shield closely side Download PDFInfo
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- CN210509175U CN210509175U CN201921306086.5U CN201921306086U CN210509175U CN 210509175 U CN210509175 U CN 210509175U CN 201921306086 U CN201921306086 U CN 201921306086U CN 210509175 U CN210509175 U CN 210509175U
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Abstract
The utility model provides a shield constructs reinforced structure of closely side wearing building. The reinforcement structure comprises an MJS construction method pile reinforcement body arranged at the bottom of a building and an isolation reinforcement body arranged between the building and a shield tunnel, wherein the MJS construction method pile reinforcement body comprises a plurality of rows of MJS construction method piles which are obliquely arranged from the ground of one side, close to the shield tunnel, of the building to the bottom of the building at an angle of 15-30 degrees, and the plurality of rows of MJS construction method piles are mutually meshed; keep apart the reinforcement body and include one row of plain concrete pile and arrange the slip casting isolation layer between the adjacent plain concrete pile in, the pile bottom of plain concrete pile extends to the shield tunnel bottom position of 2m at least, and the slip casting isolation layer is through the isolation protective layer that one side pre-buried slip casting pipe injection grout formed that closes on the shield tunnel at plain concrete pile. The utility model discloses avoided shield structure in-process its building to appear subsiding, guaranteed the stable in structure of building, guaranteed the shaping quality in tunnel and the safety and stability of ground building.
Description
Technical Field
The utility model belongs to urban rail transit engineering field specifically is to shield that the nearly interval side of shield that carries out reinforcement processing to building and tunnel when shield nearly interval crossing the building wears the reinforced structure of building to the position between building and the tunnel.
Background
In recent years, development and construction of urban underground spaces mainly based on rail transit construction in China are emerging, projects such as urban comprehensive pipe galleries, electric and water conservancy tunnels, highway and railway tunnels constructed by a shield method are gradually increased, and the shield construction technology has higher and higher requirements while the market is expanded. Most shield construction is in a crowd-dense area, so that shield crossing of existing building construction cannot be avoided. In order to ensure the safety of a building, sleeve valve pipe grouting is conventionally performed around the building to restrain the geology below the existing building so as to increase the bearing capacity of the whole geology. However, the treatment measures cannot achieve the expected effect on buildings with poor geology, the buildings are prone to uneven settlement, and in addition, some building owners do not cooperate with unapproved building removal, so that the research on a construction method for allowing the shield to penetrate the buildings at a short distance is very necessary. Most buildings are settled because the shield disturbs the stratum in the tunneling process, so that the stratum near the buildings is subjected to water and soil loss, and the buildings are settled. Aiming at the phenomenon, when the shield side penetrates the building, the water and soil loss is prevented, and the key for controlling the building settlement is realized.
Disclosure of Invention
The utility model provides a not enough of shield structure closely side wears reinforced structure of building according to prior art, this reinforced structure can be before the shield constructs closely side wears the building, consolidates the soil body between building and the shield tunnel, guarantees the safety and stability of ground building in tunnel construction process, avoids the shield structure to appear the building at the tunnelling in-process and subsides.
In order to practice above-mentioned construction method, the utility model provides a technical scheme does: the utility model provides a shield constructs reinforced structure of building is worn to closely side which characterized in that: the reinforcement structure comprises an MJS construction method pile reinforcement body arranged at the bottom of a building and an isolation reinforcement body arranged between the building and a shield tunnel, wherein the MJS construction method pile reinforcement body comprises a plurality of rows of MJS construction method piles which are obliquely arranged from the ground of one side, close to the shield tunnel, of the building to the bottom of the building at an angle of 15-30 degrees, and the plurality of rows of MJS construction method piles are mutually meshed; keep apart the reinforcement body and include one row of plain concrete pile and arrange the slip casting isolation layer between the adjacent plain concrete pile in, the pile bottom of plain concrete pile extends to the shield tunnel bottom position of 2m at least, and the slip casting isolation layer is through the isolation protective layer that one side pre-buried slip casting pipe injection grout formed that closes on the shield tunnel at plain concrete pile.
The utility model discloses better technical scheme: the reinforced structure further comprises a plurality of recharging wells distributed around the building, the recharging wells close to one side of the shield tunnel are distributed between the MJS construction method pile reinforcing body and the plain concrete pile, the diameter of each recharging well is 200-300 mm, and the distance between every two adjacent recharging wells is 8-10 m.
The utility model discloses better technical scheme: the reinforced structure further comprises a grouting reinforced layer arranged on the side, close to the building, of the shield tunnel, wherein the grouting reinforced layer is formed by grouting a small conduit with the length of 3.5-5.0 meters in the tunnel with the shield tunnel close to the building side within 120 degrees after the shield tunnel is tunneled, and the small conduit is grouting under the condition that the grouting pressure is 0.5-1.0 MPa.
The utility model discloses better technical scheme: two rows of high-pressure jet grouting piles which are mutually meshed are respectively arranged at two ends of the plain concrete pile, and the pile bottom of each high-pressure jet grouting pile extends to a position which is at least 2m below the shield tunnel.
The utility model discloses better technical scheme: the horizontal distance between the pile head of the MJS construction method pile reinforcing body and a building is 1-1.5 m, the diameter of each MJS construction method pile is 800mm, and the center distance between every two adjacent pile bodies is 450 mm.
The utility model discloses better technical scheme: the plain concrete pile is a concrete pile with the diameter of 800mm formed by pouring C30 concrete after the hole is formed by rotary drilling, and the center distance between adjacent pile bodies is 800 mm.
The utility model discloses better technical scheme: the grouting pipes are sleeve valve pipes, each grouting pipe is embedded at the joint position of two adjacent plain concrete piles, and the grouting radius of each grouting pipe is 1.5-2.5 m.
The utility model discloses better technical scheme: the recharging well adopts a hard PVC pipe with a water permeable hole at least 3m away from the bottom, and at least two layers of nylon gauze are wrapped outside the water permeable hole.
The utility model discloses better technical scheme: the diameter of the high-pressure jet grouting pile is 800mm, the meshing distance of two adjacent high-pressure jet grouting piles is 400mm, the position deviation of a drilling plane is less than or equal to 50mm, the perpendicularity of a drilling hole is less than or equal to 1.5%, and the deviation of the drilling depth is less than or equal to 150mm during construction of each high-pressure jet grouting pile.
The utility model has the advantages that:
(1) the utility model discloses a reinforced structure is including setting up the MJS worker method stake in the building bottom, the stake of MJS worker method stake is of high quality, the pile body pile diameter is big, construction equipment is nimble, can all-round arbitrary angle construction, MJS adopts high pressure grouting pump on traditional worker method basis to adopt the control system of peculiar underground pressure, finally realize the big, full, even high-quality stake of diameter, moreover, MJS in the work progress, can adjust the underground pressure, control ground subsides; the centralized sludge discharge system is environment-friendly in construction environment.
(2) The utility model discloses in, changed traditional plain concrete pile division wall form of interlock, adopted the plain concrete pile of not interlock to add the division wall that sleeve valve pipe slip casting formed, the division wall of this kind of form has reduced the quantity of plain concrete pile, has reduced the cost of construction, has shortened the time limit for a project.
(3) In the utility model, the sleeve valve pipe is added for grouting to make up the problem of water and soil loss at the occlusion part of the traditional plain concrete pile isolation wall, so that the isolation effect of the formed isolation wall is more obvious; meanwhile, grouting is carried out through the sleeve valve pipe, so that the grout can fully fill the pores in the stratum, and the stratum between the building and the partition wall is reinforced.
(4) The utility model discloses in, the influence area (plain concrete stake divider wall both ends) that still exist between building and tunnel arrange high pressure jet grouting stake divider wall, reduced effectively that the shield constructs through the in-process, the risk of soil erosion and water loss in the non-central zone's influence area. Meanwhile, the occlusive high-pressure jet grouting pile isolation wall is used for replacing a plain concrete pile isolation wall, so that the construction cost is reduced, and the construction safety is ensured.
(5) The utility model discloses in the recharge well of arranging can slow down the trend that the dive water level descends in the building district through the recharge, has solved effectively and has passed through the in-process at the shield, because groundwater level changes, arouses ground and building to take place the problem of subsiding, has reduced because the construction in tunnel, to near building groundwater level's influence.
(6) After the construction of the shield tunnel is completed, one side of the tunnel close to the building is reinforced through conduit grouting, so that the periphery of the shield tunnel becomes a shell, the self-stability capability of the surrounding stratum is enhanced, and the building is prevented from irregular settlement after the tunnel passes through.
The utility model has the advantages of simple integral structure, adopt the mode of MJS worker method stake to consolidate the building lower part, then through plain concrete pile isolation wall, sleeve valve pipe slip casting, high pressure jet grouting stake isolation wall, a series of measures such as recharge well prevent that soil erosion and water loss's structure is consolidated the soil body between shield tunnel and the building, avoided shield structure in-process its building to appear subsiding, guaranteed the stable in structure of building, guarantee the shaping quality in tunnel and the safety and stability of ground building.
Drawings
FIG. 1 is a plan view of the present invention;
fig. 2 is a transverse cross-sectional view of the present invention.
In the figure: 1-building, 2-MJS construction method pile reinforcement, 3-shield tunnel, 4-plain concrete pile, 5-grouting isolation layer, 6-recharging well, 7-grouting reinforcement layer, 7-1-grouting guide pipe, 8-high pressure jet grouting pile and 9-grouting pipe.
Detailed Description
The present invention will be further described with reference to the following examples. Fig. 1 to 2 are drawings of the embodiment, which are drawn in a simplified manner and are only used for clearly and concisely illustrating the purpose of the embodiment of the present invention. The following detailed description of the embodiments of the present invention is presented in the drawings and is not intended to limit the scope of the invention as claimed. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "inner", "outer", "left", "right", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, or orientations or positional relationships that are conventionally placed when the products of the present invention are used, or orientations or positional relationships that are conventionally understood by those skilled in the art, and are merely for convenience of description of the present invention and simplifying the description, but do not indicate or imply that the device or element that is referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
An embodiment provides a reinforcement structure of a shield short-distance side-penetrating building, as shown in fig. 1 and 2, the reinforcement structure includes MJS-method pile reinforcement 2 disposed at the bottom of a building 1, isolation reinforcement disposed between the building 1 and a shield tunnel 3, a plurality of recharge wells 6 distributed around the building 1, and a grouting reinforcement layer 7 disposed at the side of the shield tunnel 3 close to the building, the MJS-method pile reinforcement 2, the isolation reinforcement and the recharge wells 6 are all constructed before the shield tunnel is constructed, the grouting reinforcement layer 7 is constructed after the shield tunnel 3 is constructed, the recharge wells 6 at the side close to the shield tunnel 3 are distributed between the MJS-method pile reinforcement 2 and plain concrete piles 4,
in the reinforcing structure of the shield short-distance side-penetrating building provided by the embodiment, the MJS construction method pile reinforcing body 2 comprises a plurality of rows of MJS construction method piles which are obliquely arranged from the ground of one side, close to the shield tunnel 3, of the building 1 to the building 1 at an angle of 15-30 degrees, the plurality of rows of MJS construction method piles are mutually meshed, the horizontal distance between the pile head of the MJS construction method pile reinforcing body 2 and the building 1 is 1-1.5 m, the diameter of each MJS construction method pile is 800mm, and the center distance between two adjacent piles is 450 mm.
According to the reinforcing structure of the shield short-distance lateral-penetrating building, the isolation reinforcing body comprises a row of plain concrete piles 4 and a grouting isolation layer 5 arranged between every two adjacent plain concrete piles, the plain concrete piles 4 adopt concrete piles with the diameter of 800mm formed by pouring C30 concrete after rotary drilling and hole forming, and the center distance between every two adjacent piles is 800 mm. Two rows of mutually meshed injection high-pressure jet grouting piles 8 are respectively arranged at two ends of the plain concrete pile 4, the diameter of each injection high-pressure jet grouting pile 8 is 800mm, the meshing distance between every two adjacent high-pressure jet grouting piles is 400mm, the position deviation of a drilling plane is less than or equal to 50mm, the drilling verticality is less than or equal to 1.5%, and the drilling depth deviation is less than or equal to 150mm during the construction of each high-pressure jet grouting pile. The pile bottom of each plain concrete pile and the high-pressure jet grouting pile 8 extends to a position which is at least 2m below the shield tunnel 3. The grouting isolation layer 5 is an isolation protection layer formed by injecting cement slurry into a grouting sleeve valve pipe embedded in one side, close to the shield tunnel 3, of the plain concrete pile 4, each grouting pipe 9 is embedded in the joint position of two adjacent plain concrete piles 4, and the grouting radius of each grouting pipe is 1.5-2.5 m.
In the reinforcing structure of the shield short-distance side-penetrating building provided by the embodiment, the diameter of each recharge well 6 is 200-300 mm, and the distance between every two adjacent recharge wells 6 is 8-10 m. The recharging well 6 is a hard PVC pipe with a water permeable hole formed in the position with at least 3m of the bottom, and at least two layers of nylon gauze are wrapped outside the water permeable hole. And the grouting reinforcing layer 7 is formed by grouting a small conduit 6-1 which is 3.5-5.0 meters long in the tunnel inner 120 degrees range of the shield tunnel 3 close to the building 1 side under the condition that the grouting pressure is 0.5-1.0Mpa after the tunneling of the shield tunnel 3 is finished.
The embodiment is directed at a certain subway construction section, the total length of a shield section in the region is 1099.986m, the distance of a section line is shorter than 1 building, and the buried depth of the tunnel is less than 1 time. The minimum distance between the tunnel and a newly-built A7 commercial building is 4.15m, the buried depth of the tunnel is 9.2m, the building is a newly-built building during subway construction, the building is of a frame structure, a prestressed pipe pile foundation is adopted, the diameter is 400mm, and the length of the pipe pile is 13-17 m. The sand layer and the sludge layer in the area are thick, and the stability and the settlement control of the foundation are all adversely affected. The soft soil belongs to high-compressibility soil, is easy to cause the settlement of the ground and buildings due to the compression of the volume, has abundant underground water, and has the static water level buried depth of 1m-2.0 m.
To this construction project, adopt the utility model provides a shield constructs closely the reinforced structure who wears the building of side and consolidates the region between building and the shield tunnel, and its concrete work progress as follows:
(1) constructing 3 rows of MJS construction method piles with the diameter of 800mm at the position 1m away from the A7 commercial building, wherein the distance between pile bodies is 450mm, and the angle of the construction method piles is 15-30 degrees, so as to reinforce the lower stratum of the building; in the construction process, the quality of the pile is strictly controlled, the initial pressure of a jet flow is required to be controlled at 40MPa, the flow of slurry is controlled at 90-130L/min, the error of a hole position is controlled within 50mm, the error of the inclination angle of a drill rod is controlled within 1%, after the construction is finished, drilling and coring are carried out at the corresponding position, and the detection shows that the quality of the pile is good;
(2) in order to prevent large-scale water and soil loss at the lower part of a building from causing building settlement in the shield tunneling process, a row of plain concrete piles with the diameter of 800mm are constructed in the front area between an A7 commercial building and a tunnel, the distance between the plain concrete piles is 800mm, a pile jumping method is adopted for construction, C30 concrete is poured, and the pile bottom is ensured to be 2m at the bottom of the tunnel; in order to guarantee the construction progress, rotary drilling construction is adopted, and wall protection is carried out by preparing slurry, the viscosity of the slurry is controlled to be 16-22 s, the specific gravity is 1.2-1.3 g/cm3, and the sand content is less than 5%. Embedding a pile casing before the construction process, pouring concrete by adopting a conduit method, ensuring that the sediment at the bottom of a hole is not more than 10cm before pouring the concrete, and controlling the diameter error of a pile body within 10 mm;
(3) in order to further prevent water and soil loss, holes are drilled in the middle of the plain concrete pile close to the side of the tunnel, sleeve valve pipes with the diameter of 48mm are embedded, the distance is 800mm, and the bottoms of the sleeve valve pipes are 2m below the tunnel; cement paste with the water cement ratio of 1:1 is injected through the sleeve valve pipe, the grouting radius is 2m, the grouting pressure is 0.5-1MPa, and the weak part of the unoccluded area of the plain pile is reinforced to form a compact isolation wall to prevent water and soil loss;
(4) 2 rows of high-pressure jet grouting piles with the diameter of 800mm are arranged in an extending manner in an area (two ends of a plain concrete pile partition wall) with influence between a building and a tunnel, the length of the jet grouting pile partition wall is 5m, the occlusion distance is 400mm, the pile bottom depth is ensured to be 2m below the tunnel, the position deviation of a drilling plane during the construction of each jet grouting pile is less than or equal to 50mm, the drilling verticality is less than or equal to 1.5%, and the drilling depth deviation is less than or equal to 150 mm;
(5) according to the field situation, 6 recharging wells with the diameter of 250mm are arranged around an A7 commercial building, the distance between the recharging wells is 10m, the depth of each recharging well is 10-12m, the bottom of each recharging well is guaranteed to reach a stable water-resisting layer, a D160 hard PVC pipe is adopted as a well pipe, 5mm holes are formed in the bottom of each recharging well at 3m, and 2 layers of nylon gauze are wrapped on the well pipe;
(6) after the shield passes through, a small conduit is buried in the tunnel at 120 degrees close to the building side, the stratum around the pipe sheet is reinforced, and the tunnel deviates in the later operation process. The small conduit is a seamed steel pipe, the length of the pipe is 3.5-5.0 m, the grouting pressure is determined according to the stratum compactness, and is generally 0.5-1.0 Mpa.
Adopted in the construction project of embodiment the utility model provides a shield constructs closely the reinforced structure who wears the building of side consolidates building and shield tunnel between the region, and at the shield constructs closely the in-process of side wearing the building, the phenomenon is subsided not appearing in its construction area, makes the shield construct safe through the building, has guaranteed the quality in shaping tunnel, link up for the tunnel and provides the powerful guarantee.
The above description is only one embodiment of the present invention, and the description is specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for those skilled in the art, without departing from the spirit of the present invention, several variations and modifications can be made, which are within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.
Claims (9)
1. The utility model provides a shield constructs reinforced structure of closely side wearing building which characterized in that: the reinforcement structure comprises an MJS construction method pile reinforcement body (2) arranged at the bottom of the building (1) and an isolation reinforcement body arranged between the building (1) and the shield tunnel (3), the MJS construction method pile reinforcement body (2) comprises a plurality of rows of MJS construction method piles which are obliquely arranged from the ground of one side, close to the shield tunnel (3), of the building (1) to the bottom of the building (1) at an angle of 15-30 degrees, and the plurality of rows of MJS construction method piles are mutually meshed; keep apart the reinforcement body and include one row of plain concrete pile (4) and arrange slip casting isolation layer (5) between the adjacent plain concrete pile in, the pile bottom of plain concrete pile extends to shield tunnel (3) bottom position 2m at least, and slip casting isolation layer (5) are the isolation protective layer that forms through the pre-buried slip casting pipe (9) of one side that closes on shield tunnel (3) at plain concrete pile (4) injected cement paste.
2. The reinforcing structure of a shield short-distance side-penetrating building according to claim 1, characterized in that: the reinforced structure further comprises a plurality of recharge wells (6) distributed around the building (1), the recharge wells (6) close to one side of the shield tunnel (3) are distributed between the MJS construction method pile reinforced body (2) and the plain concrete pile (4), the diameter of each recharge well (6) is 200-300 mm, and the distance between every two adjacent recharge wells (6) is 8-10 m.
3. The reinforcing structure of a shield short-distance side-penetrating building according to claim 1, characterized in that: the reinforcing structure further comprises a grouting reinforcing layer (7) arranged on the side, close to the building, of the shield tunnel (3), wherein the grouting reinforcing layer (7) is formed by grouting in a grouting guide pipe (7-1) with the length of 3.5-5.0 meters in a tunnel inner 120-degree range, close to the building (1), of the shield tunnel (3) under the condition that the grouting pressure is 0.5-1.0MPa after the tunneling of the shield tunnel (3) is completed.
4. The reinforcing structure of a shield short-distance side-penetrating building according to claim 1, 2 or 3, wherein: two rows of mutually meshed high-pressure jet grouting piles (8) are respectively arranged at two ends of the plain concrete pile (4), and the pile bottom of each high-pressure jet grouting pile (8) extends to a position which is at least 2m below the shield tunnel (3).
5. The reinforcing structure of a shield short-distance side-penetrating building according to claim 1, 2 or 3, wherein: the horizontal distance between the pile head of the MJS construction method pile reinforcing body (2) and a building (1) is 1-1.5 m, the diameter of each MJS construction method pile is 800mm, and the center distance between two adjacent pile bodies is 450 mm.
6. The reinforcing structure of a shield short-distance side-penetrating building according to claim 1, 2 or 3, wherein: the plain concrete pile (4) is a concrete pile with the diameter of 800mm formed by adopting rotary drilling to form a hole and pouring C30 concrete, and the center distance between adjacent pile bodies is 800 mm.
7. The reinforcing structure of a shield short-distance side-penetrating building according to claim 1, 2 or 3, wherein: the grouting pipes (9) are sleeve valve pipes, each grouting pipe (9) is embedded at the joint position of two adjacent plain concrete piles (4), and the grouting radius is 1.5-2.5 m.
8. The reinforcing structure of a shield short-distance side-penetrating building according to claim 2, characterized in that: the recharging well (6) is a hard PVC pipe with a water permeable hole formed in the position with at least 3m of the bottom, and at least two layers of nylon gauze are wrapped outside the water permeable hole.
9. The reinforcing structure of a shield short-distance side-penetrating building according to claim 4, wherein: the diameter of the injection high-pressure jet grouting pile (8) is 800mm, the meshing distance of two adjacent high-pressure jet grouting piles is 400mm, the position deviation of a drilling plane is less than or equal to 50mm, the perpendicularity of a drilling hole is less than or equal to 1.5%, and the deviation of the drilling depth is less than or equal to 150mm during construction of each high-pressure jet grouting pile.
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| CN201921306086.5U CN210509175U (en) | 2019-08-13 | 2019-08-13 | Reinforced structure of building is worn to shield closely side |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359921A (en) * | 2019-08-13 | 2019-10-22 | 中铁十一局集团城市轨道工程有限公司 | Wear the construction method of building in a kind of shield short distance side |
| CN112160341A (en) * | 2020-09-27 | 2021-01-01 | 中建三局集团有限公司 | Combined reinforcement construction method for underground structure |
| CN112459790A (en) * | 2020-11-12 | 2021-03-09 | 上海隧道工程有限公司 | Pre-protection structure and pre-protection method for tunnel crossing section before crossing underground structure building |
| CN114320371A (en) * | 2022-01-05 | 2022-04-12 | 中铁二局第一工程有限公司 | Construction method for controlling deformation of operation track by isolated grouting |
-
2019
- 2019-08-13 CN CN201921306086.5U patent/CN210509175U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359921A (en) * | 2019-08-13 | 2019-10-22 | 中铁十一局集团城市轨道工程有限公司 | Wear the construction method of building in a kind of shield short distance side |
| CN110359921B (en) * | 2019-08-13 | 2024-05-07 | 中铁十一局集团城市轨道工程有限公司 | Construction method for shield close-range side-penetrating building |
| CN112160341A (en) * | 2020-09-27 | 2021-01-01 | 中建三局集团有限公司 | Combined reinforcement construction method for underground structure |
| CN112459790A (en) * | 2020-11-12 | 2021-03-09 | 上海隧道工程有限公司 | Pre-protection structure and pre-protection method for tunnel crossing section before crossing underground structure building |
| CN114320371A (en) * | 2022-01-05 | 2022-04-12 | 中铁二局第一工程有限公司 | Construction method for controlling deformation of operation track by isolated grouting |
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