CN109024711B - Underground structure anti-floating system and construction method thereof - Google Patents

Underground structure anti-floating system and construction method thereof Download PDF

Info

Publication number
CN109024711B
CN109024711B CN201810850209.5A CN201810850209A CN109024711B CN 109024711 B CN109024711 B CN 109024711B CN 201810850209 A CN201810850209 A CN 201810850209A CN 109024711 B CN109024711 B CN 109024711B
Authority
CN
China
Prior art keywords
foundation pit
pile
underground
floating
foundation
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201810850209.5A
Other languages
Chinese (zh)
Other versions
CN109024711A (en
Inventor
周芳
周曙东
陈家冬
尚学伟
周浩达
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Jiangsu Foundation Engineering Co ltd
Original Assignee
Jiangsu Foundation Engineering Co ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Jiangsu Foundation Engineering Co ltd filed Critical Jiangsu Foundation Engineering Co ltd
Priority to CN201810850209.5A priority Critical patent/CN109024711B/en
Publication of CN109024711A publication Critical patent/CN109024711A/en
Application granted granted Critical
Publication of CN109024711B publication Critical patent/CN109024711B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • E02D31/12Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure

Abstract

The invention discloses an anti-floating system of an underground structure and a construction method thereof, which are applied to the field of underground structures, and the key points of the technical scheme are as follows: the foundation pit structure comprises a foundation pit and a plurality of vertical retaining piles arranged along the periphery of the foundation pit, wherein each vertical retaining pile is adjacent to each other and forms a protective pile wall, a plurality of inclined-pulling piles embedded in the soil are arranged at the bottom of the foundation pit, each inclined-pulling pile is obliquely and downwards arranged, one end of each inclined-pulling pile is connected with the vertical retaining pile, and one end of each inclined-pulling pile, which is far away from the vertical retaining pile, extends to the middle of the foundation pit; has the technical effects that: the stability of the underground structure can be enhanced, and the anti-floating performance of the underground structure is improved.

Description

Underground structure anti-floating system and construction method thereof
Technical Field
The invention relates to the field of underground structures, in particular to an underground structure anti-floating system and a construction method thereof.
Background
A large amount of underground water exists in gaps of soil bodies and cracks of rock bodies, the underground water can generate buoyancy force on an underground structure or a hollow structure embedded in or on the rock bodies, for example, the underground structure is arranged in a foundation pit, and if the self weight of the underground structure is smaller than the upward buoyancy force generated by the underground water on the underground structure, the underground structure can be arched or floated upwards, so that the underground structure is cracked and seeped water, and the normal use of the underground structure is influenced.
In recent years, a large number of underground structures such as high-rise buildings with basements, underground garages, sunken squares, subways, underground malls and the like are built, so that the anti-floating problem of the underground structures is very prominent.
Disclosure of Invention
The invention aims to provide an anti-floating system of an underground structure, which has the advantages that: the stability of the underground structure can be enhanced, and the anti-floating performance of the underground structure is improved.
The technical purpose of the invention is realized by the following technical scheme: the utility model provides an anti system of floating of underground structure, includes the foundation ditch, still includes a plurality of vertical fender piles that set up along the foundation ditch periphery, each vertical fender pile is next-door neighbour each other and forms the fender pile wall, and the foundation ditch bottom is equipped with a plurality of oblique stakes of burying underground in the soil, each to one side the stake slope sets up downwards and one end links to each other with vertical fender pile, each to one side the one end that vertical fender pile was kept away from to the stake all extends to the foundation ditch middle part.
Through the technical scheme, when the underground water generates buoyancy to the foundation pit, the inclined piles buried in the soil body can play a role of holding force by depending on the soil body, so that the stability of the foundation pit is enhanced, and the anti-floating performance of the foundation pit is improved; when the water level of groundwater rises, groundwater can be at first to oblique stake play an impact force, owing to incline to one side the stake slope and set up, consequently can with this impact force conduction, dispersion to vertical fender pile on to reduce groundwater to foundation ditch impact strength, further improved the stability of foundation ditch.
The invention is further configured to: a plurality of diversion guiding gutters which are communicated with each other are arranged on one side, deviating from the foundation pit, of the vertical retaining piles and the inclined pull piles, a water collecting well is arranged outside the foundation pit, and the diversion guiding gutters are communicated with the water collecting well through pressure-bearing pipelines.
Through above-mentioned technical scheme, when the water level of groundwater rose, groundwater can flow to the sump pit in through leading water guiding gutter and pressure-bearing pipeline under hydraulic effect to reduce the moisture around the foundation ditch, and then reduce the buoyancy of groundwater to the foundation ditch production, improved the stability of foundation ditch.
The invention is further configured to: and a submersible pump is arranged in the water collecting well, and a water outlet of the submersible pump is connected with a water outlet pipe extending out of the ground.
Through above-mentioned technical scheme, groundwater flows to the back in the sump pit under hydraulic effect, and the operator can start the immersible pump, and the sump pit is taken out the sump pit with the water in the sump pit through the outlet pipe to groundwater near the foundation ditch lasts flows to the sump pit in, thereby does benefit to the moisture discharge around the foundation ditch, reduces the water level line around the foundation ditch, with the buoyancy that reduces the foundation ditch and receive.
The invention is further configured to: the diversion guiding gutter is filled with a plurality of spheres.
Through above-mentioned technical scheme, it can supply groundwater to flow to the pressure-bearing pipeline to have the clearance between each spheroid, and the clearance between each spheroid is less, consequently can play a filtering action to groundwater, reduces silt, the rubble in the groundwater and flows into in pressure-bearing pipeline and the sump pit along with groundwater, can reduce the possibility that the pressure-bearing pipeline blockked up on the one hand, and on the other hand can be convenient for the operator later stage purify, handle groundwater to the cyclic utilization groundwater of being convenient for, the water economy resource.
The invention is further configured to: one end of the pressure-bearing pipeline, which is close to the water diversion trench, is connected with a protective net, the periphery of the protective net is fixedly arranged on the inner wall of the pressure-bearing pipeline, and the pores of the protective net are smaller than the ball body.
Through the technical scheme, the protective net can prevent the ball from falling into the pressure-bearing pipeline under the action of water pressure, so that the stable operation of the pressure-bearing pipeline is ensured, an operator can use the pressure-bearing pipeline with a large pipe diameter, and the water inlet capacity of the pressure-bearing pipeline is ensured.
The invention is further configured to: one end of the vertical fender pile, which is far away from the inclined pull pile, is provided with a shroud plate on one side deviating from the foundation pit, and the shroud plate penetrates through the soil body.
Through above-mentioned technical scheme, when vertical fender pile and oblique pull pile pressurized, power can be conducted to the shroud plate through vertical fender pile on, and the shroud plate is worn to locate in the soil body, and consequently the soil body can produce a reaction force to the shroud plate to reduce vertical fender pile and oblique pull pile and produce the possibility of slope, deformation, dislocation under pressure, improved vertical fender pile and oblique pull pile's stability.
The invention is further configured to: one side that the shroud plate deviates from the oblique-pulling pile is provided with a stabilizing water tank, and one end of the water outlet pipe, which is far away from the submersible pump, extends into the stabilizing water tank.
Through the technical scheme, groundwater in the sump pit passes through the immersible pump and carries to in stabilizing the basin, thereby originally can produce the water of buoyancy to the foundation ditch and be taken out to stabilizing in the basin, then play a decurrent pressure to the shroud plate in stabilizing the basin, the shroud plate has been improved greatly, vertical fender pile and the stability of oblique stake, reduce the shroud plate, vertical fender pile and oblique stake produce the slope under pressure, warp, the possibility of dislocation, equitable groundwater has been utilized, also eliminated groundwater and originally should be carried to keeping away from foundation ditch department and the energy that consumes, energy-conserving effect has been played.
The invention is further configured to: be equipped with the inoxidizing coating on the foundation ditch inner wall, the inoxidizing coating includes dense layer and light weight layer, set up to dense layer below the foundation ditch middle part, set up to the light weight layer more than the foundation ditch middle part.
Through above-mentioned technical scheme, set up below the foundation ditch middle part to make the focus position of inoxidizing coating lower for the lightweight layer more than dense layer, the foundation ditch middle part to make the focus of the soil body around the foundation ditch be located lower part in the foundation ditch, it is well known, the stability of structure can be improved greatly to the structure that the focus is low, and then has improved the anti ability of floating of foundation ditch.
The invention is further configured to: and a buffer layer is arranged between the bottom of the foundation pit and the inclined pull piles.
Through above-mentioned technical scheme, when oblique stake atress produced the deformation trend, the buffer layer can play a cushioning effect to oblique stake to even though oblique stake kickup, the buffer layer can produce corresponding deformation and reduce the possibility of oblique stake to the application of force of foundation ditch bottom, thereby guaranteed leveling of foundation ditch bottom, reduce the foundation ditch bottom and arch up, crooked probably.
The invention also aims to provide a construction method of the underground structure anti-floating system, which comprises the following steps:
the method comprises the following steps: excavating a soil body to form a foundation pit;
step two: drilling a plurality of inclined pull holes which incline downwards towards the middle part of the foundation pit along the periphery of the foundation pit at the bottom of the foundation pit, and then pouring concrete to form an inclined pull pile;
step three: and backfilling a layer of soil body on the inner side wall of the foundation pit, drilling a plurality of vertical holes along the periphery of the foundation pit, and pouring concrete to form the vertical retaining pile.
Through the technical scheme, the operator can rapidly and conveniently build the underground anti-floating system, so that the anti-floating capacity of the foundation pit is greatly enhanced, and the safety of the operator in the later stage during construction in the foundation pit is improved.
In conclusion, the invention has the following beneficial effects:
1. when the underground water generates buoyancy to the foundation pit, the inclined piles buried in the soil body can play a role of holding force by depending on the soil body, so that the stability of the foundation pit is enhanced, and the anti-floating performance of the foundation pit is improved;
2. the immersible pump will originally can produce the water of buoyancy to the foundation ditch and take out to stabilizing the basin in, then play a decurrent pressure to the shroud plate in stabilizing the basin, improved shroud plate, vertical fender pile and to one side the stability of stake greatly, reduce shroud plate, vertical fender pile and draw the stake to one side and produce the slope under pressure, warp, the possibility of dislocation, reasonable utilization like this originally can produce the groundwater of buoyancy to the foundation ditch.
Drawings
FIG. 1 is a schematic view of the overall structure of embodiment 1;
fig. 2 is an enlarged view of a portion a in fig. 1.
Reference numerals: 1. a foundation pit; 2. vertical pile protection; 3. diagonal piles; 4. a water diversion trench; 41. a sphere; 5. a water collecting well; 51. a pressure-bearing pipeline; 511. a protective net; 52. a submersible pump; 521. a water outlet pipe; 53. a water level sensor; 6. covering a plate; 7. stabilizing the water tank; 8. a protective layer; 81. a high-density layer; 82. a light layer; 9. a buffer layer; 10. and (4) soil body.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Example 1: the utility model provides an anti system of floating of underground structure, as shown in figure 1, includes foundation ditch 1, still includes a plurality of vertical fender piles 2 that set up along 1 periphery of foundation ditch, and each vertical fender pile 2 is close to each other and forms the fender pile wall to can play a guard action to 1 periphery of foundation ditch, reduce the soil body 10 pressure that foundation ditch 1 received. The bottom of foundation ditch 1 is equipped with a plurality of oblique stakes 3 of burying underground in soil body 10 to one side, and oblique stake 3 slope sets up downwards and lower end extends to foundation ditch 1 middle part, and the gradient of oblique stake 3 sets up to 30 in this embodiment. The higher end of oblique stake 3 links to each other with vertical fender pile 2's bottom, and vertical fender pile 2 and oblique all wear to be equipped with the steel reinforcement cage in stake 3 in with improvement structural strength. When the ground water level rises and impacts the bottom of the foundation pit 1, the oblique piles 3 can disperse impact force to the oblique piles 3 and the vertical retaining piles 2, so that the impact resistance of the foundation pit 1 is improved.
If figure 1, be equipped with buffer layer 9 between foundation ditch 1 bottom and the oblique stake 3 of drawing, buffer layer 9 sets up to thin sand bed, has tiny clearance between the thin sand in the buffer layer 9, consequently when drawing stake 3 to one side and receiving groundwater pressure or soil body 10 pressure and produce the deformation of less degree, buffer layer 9 can produce corresponding deformation in order to reduce the possibility of foundation ditch 1 bottom compressive deformation, has guaranteed the roughness of foundation ditch 1 bottom. And the buffer layer 9 can absorb shock waves and energy generated by earth surface vibration, and further reduce the possibility of deformation generated at the bottom of the foundation pit 1.
As shown in fig. 1 and 2, the water diversion guiding gutter 4 which is communicated with each other is arranged on one side of the vertical retaining pile 2 and the inclined pull pile 3 which deviates from the foundation pit 1, and the cross section of the water diversion guiding gutter 4 is semicircular. The water diversion trench 4 is filled with a plurality of spheres 41, and the spheres 41 are hollow. A water collecting well 5 is dug outside the foundation pit 1, the water diversion flow guide grooves 4 and the water collecting well 5 are communicated through a pressure-bearing pipeline 51, one end, close to the water diversion flow guide grooves 4, of the pressure-bearing pipeline 51 is connected with a protective net 511, the periphery of the protective net 511 is fixedly arranged on the inner wall of the pipeline, and the holes of the protective net 511 are smaller than the ball 41, so that the ball 41 can be prevented from entering the pressure-bearing pipeline 51. The inner diameter of the pressure-bearing pipeline 51 is not less than 20cm to ensure the water inflow of the pressure-bearing pipeline 51. When the groundwater level rises, groundwater flows into the sump pit 5 through the diversion guiding gutter 4 and the pressure-bearing pipeline 51 under the effect of water pressure, and at this in-process, spheroid 41 can play a filtering action to groundwater to reduce the possibility that silt, rubble in the groundwater flow into the sump pit 5.
As shown in fig. 1, a submersible pump 52 is arranged at the bottom of the water collecting well 5, a water outlet of the submersible pump 52 is connected with a water outlet pipe 521 extending out of the ground, a water level sensor 53 is arranged on the inner wall of the water collecting well 5, when the water level in the water collecting well 5 reaches a predetermined height, the water level sensor 53 can control the submersible pump 52 to work, the submersible pump 52 pumps the groundwater in the water collecting well 5 out, so that the local water level line around the foundation pit 1 is reduced, and the buoyancy generated by the groundwater to the foundation pit 1 is reduced.
If fig. 1, the one end that vertical fender pile 2 kept away from oblique stake 3 sets firmly shroud plate 6 in the one side that deviates from foundation ditch 1, shroud plate 6 is less than 3~5 meters on earth's surface plane, the one end that vertical fender pile 2 was kept away from to shroud plate 6 is worn to establish in soil body 10, thereby soil body 10 has a clamp force to shroud plate 6, when vertical fender pile 2 produced the slope trend under the effect of buoyancy, soil body 10 outside foundation ditch 1 has stabilizing effect to shroud plate 6 and vertical fender pile 2, reduce the possibility of vertical fender pile 2 slope. One side that shroud plate 6 deviates from to draw stake 3 to one side is equipped with and stabilizes basin 7, the one end that immersible pump 52 was kept away from to outlet pipe 521 extends to in stabilizing basin 7, thereby during groundwater water level rose and got into in the sump pit 5, immersible pump 52 can carry this part groundwater to in stabilizing basin 7, it is full of the water to stabilize in the basin 7 this moment, consequently, the gravity of water self can produce a decurrent pressure to shroud plate 6, this decurrent pressure can offset with ascending buoyancy, thereby reduce buoyancy to foundation ditch 1, vertical fender pile 2 and draw the influence of stake 3 to one side, improve the anti floating ability of underground structure. When the underground water level drops, the operator can also continue to utilize the water in the stabilizing water tank 7 for construction or collection and secondary filtration to form drinkable water, thereby reasonably utilizing the underground water which can generate buoyancy to the underground structure originally.
As shown in fig. 1, the inner wall of the foundation pit 1 is provided with a protective layer 8, and the protective layer 8 enables the wall of the foundation pit 1 to be clamped between the protective layer 8 and the vertical retaining pile 2, so that the stability of the foundation pit 1 is improved. The protective layer 8 includes a high-density layer 81 and a light-weight layer 82, and the high-density layer 81 is formed by casting and condensing granite and concrete, and thus has a high density. The lightweight layer 82 may be provided as a wood board layer or a hollow concrete layer, and thus has a low density. Set up below the middle part of foundation ditch 1 to high-density layer 81, establish to light layer 82 more than the middle part of foundation ditch 1, set up like this and make the focus position of inoxidizing coating 8 lower to make the focus of soil body 10 around foundation ditch 1 be located lower part in foundation ditch 1, it is well known, the stability of structure can be improved greatly to the structure that the focus is low, and then has improved foundation ditch 1's anti floating ability.
Example 2: a construction method for the underground structure anti-floating system of example 1, comprising the steps of:
an operator firstly excavates a soil body 10 through an excavator to form a required foundation pit 1, then drills a plurality of inclined pull holes which incline downwards towards the middle part of the foundation pit 1 at the bottom of the foundation pit 1 along the periphery of the foundation pit 1, puts a reinforcement cage into the inclined pull holes, and pours concrete to form an inclined pull pile 3. And then excavating the bottom of the foundation pit 1, filling fine sand to form a buffer layer 9, and filling soil to the upper surface of the buffer layer 9 to form the bottom of the foundation pit 1 again.
And then, backfilling a layer of soil 10 on the inner side wall of the foundation pit 1, filling granite and pouring concrete at the bottom of the foundation pit 1 and the middle lower part of the side wall of the foundation pit 1 to form a high-density layer 81, and pouring hollow concrete connected with the high-density layer 81 at the middle lower part of the side wall of the foundation pit 1 to form a light layer 82. And finally, drilling a plurality of vertical holes which are connected side by side on the periphery of the foundation pit 1, pouring concrete into the vertical holes to form vertical retaining piles 2 after a reinforcement cage is placed in the vertical holes, and connecting the vertical retaining piles 2 to form a protective pile wall. The protective pile wall can strengthen the capability of the foundation pit 1 for resisting the pressure of the soil body 10.
The vertical holes and the inclined pull holes are reserved with water diversion guide grooves 4, an operator digs out soil 10 in the water diversion guide grooves 4 and fills the plurality of spheres 41, then digs out the water collecting well 5 outside the foundation pit 1, leads the water collecting well 5 and the water diversion guide grooves 4 to be communicated, and fills a pressure-bearing pipeline 51 in a channel between the water collecting well 5 and the water diversion guide grooves 4 to ensure the communication between the water collecting well 5 and the water diversion guide grooves 4.
Digging a soil body 10 on one side of the vertical pile casing 2, which is far away from the foundation pit 1, digging a groove with the depth of 5 m, then placing the covering plate 6 at the bottom of the groove by an operator, placing the stabilizing water tank 7 on the covering plate 6, compacting between the backfill soil body 10 and the stabilizing water tank 7 and the side wall of the groove by a road roller, and burying the covering plate 6 in the soil body 10. Finally, an operator places the submersible pump 52 at the bottom of the sump well 5, and then connects one end of the water outlet pipe 521 to the water outlet of the submersible pump 52, and the other end of the water outlet pipe is fixed in the stabilizing water tank 7.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present invention.

Claims (6)

1. An anti system of floating of underground structure, includes foundation ditch (1), its characterized in that: the foundation pit structure is characterized by further comprising a plurality of vertical retaining piles (2) arranged along the periphery of the foundation pit (1), wherein the vertical retaining piles (2) are adjacent to each other and form a retaining pile wall, the bottom of the foundation pit (1) is provided with a plurality of inclined pulling piles (3) embedded in a soil body (10), each inclined pulling pile (3) is obliquely and downwards arranged, one end of each inclined pulling pile (3) is connected with the vertical retaining pile (2), and one end, far away from the vertical retaining pile (2), of each inclined pulling pile (3) extends to the middle of the foundation pit (1);
one sides of the vertical retaining piles (2) and the inclined-pulling piles (3) which are far away from the foundation pit (1) are provided with water diversion guide grooves (4) which are communicated with each other, a water collecting well (5) is arranged outside the foundation pit (1), and the water diversion guide grooves (4) and the water collecting well (5) are communicated through a pressure-bearing pipeline (51);
a submersible pump (52) is arranged in the water collecting well (5), and a water outlet of the submersible pump (52) is connected with a water outlet pipe (521) extending out of the ground;
one end of the vertical pile guard (2) far away from the inclined-pulling pile (3) is provided with a shroud plate (6) on one side far away from the foundation pit (1), and the shroud plate (6) penetrates through a soil body (10);
one side that shroud plate (6) deviate from oblique pull pile (3) is equipped with and stabilizes basin (7), the one end that immersible pump (52) were kept away from in outlet pipe (521) extends to and stabilizes basin (7).
2. A subterranean structure anti-floating system in accordance with claim 1, wherein: the water diversion guide groove (4) is filled with a plurality of spheres (41).
3. The underground structural anti-floating system of claim 2, wherein: one end, close to the diversion trench (4), of the pressure-bearing pipeline (51) is connected with a protective net (511), the periphery of the protective net (511) is fixedly arranged on the inner wall of the pressure-bearing pipeline (51), and the pore of the protective net (511) is smaller than the sphere (41).
4. A subterranean structure anti-floating system in accordance with claim 1, wherein: be equipped with inoxidizing coating (8) on foundation ditch (1) inner wall, inoxidizing coating (8) are including high density layer (81) and light weight layer (82), set up to high density layer (81) below foundation ditch (1) middle part, set up to light weight layer (82) above foundation ditch (1) middle part.
5. A subterranean structure anti-floating system in accordance with claim 1, wherein: and a buffer layer (9) is arranged between the bottom of the foundation pit (1) and the inclined pull pile (3).
6. A method of constructing an anti-floating system of an underground structure according to claim 1, comprising the steps of:
the method comprises the following steps: excavating a soil body (10) to form a foundation pit (1);
step two: drilling a plurality of inclined pull holes which incline downwards towards the middle part of the foundation pit (1) at the bottom of the foundation pit (1) along the periphery of the foundation pit (1), and then pouring concrete to form inclined pull piles (3);
step three: and backfilling a layer of soil body (10) to the inner side wall of the foundation pit (1), then drilling a plurality of vertical holes along the periphery of the foundation pit (1), and pouring concrete to form the vertical retaining pile (2).
CN201810850209.5A 2018-07-28 2018-07-28 Underground structure anti-floating system and construction method thereof Active CN109024711B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201810850209.5A CN109024711B (en) 2018-07-28 2018-07-28 Underground structure anti-floating system and construction method thereof

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201810850209.5A CN109024711B (en) 2018-07-28 2018-07-28 Underground structure anti-floating system and construction method thereof

Publications (2)

Publication Number Publication Date
CN109024711A CN109024711A (en) 2018-12-18
CN109024711B true CN109024711B (en) 2020-07-21

Family

ID=64647629

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201810850209.5A Active CN109024711B (en) 2018-07-28 2018-07-28 Underground structure anti-floating system and construction method thereof

Country Status (1)

Country Link
CN (1) CN109024711B (en)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112663686A (en) * 2020-12-23 2021-04-16 上海康恒环境股份有限公司 Anti-floating measure device for garbage pit

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102561408A (en) * 2012-02-24 2012-07-11 山东同圆设计集团有限公司 Obliquely and mutually supported underground water-resistant structure and construction method thereof
CN202706055U (en) * 2012-07-03 2013-01-30 饶淳 Durable underground structure
CN103306291A (en) * 2013-07-01 2013-09-18 合肥建工集团有限公司 Technology for support and protection of wide-angle steep slope by cable-stayed concrete piles
CN104805873A (en) * 2015-05-11 2015-07-29 江苏省建筑设计研究院有限公司 Multi-defense line type anti-floating system capable of monitoring release of water pressure of basement
CN105780820A (en) * 2016-05-04 2016-07-20 中国电建集团华东勘测设计研究院有限公司 Anti-floating structure of bottom plate of underground building
CN108331033A (en) * 2018-02-06 2018-07-27 中船第九设计研究院工程有限公司 A kind of LNG sunken tanks bottom plate anti-floating pressure reduction structure and its construction

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US9758944B2 (en) * 2015-08-21 2017-09-12 Parks Waterproofing, Llc Free-flowing waterproofing system

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102561408A (en) * 2012-02-24 2012-07-11 山东同圆设计集团有限公司 Obliquely and mutually supported underground water-resistant structure and construction method thereof
CN202706055U (en) * 2012-07-03 2013-01-30 饶淳 Durable underground structure
CN103306291A (en) * 2013-07-01 2013-09-18 合肥建工集团有限公司 Technology for support and protection of wide-angle steep slope by cable-stayed concrete piles
CN104805873A (en) * 2015-05-11 2015-07-29 江苏省建筑设计研究院有限公司 Multi-defense line type anti-floating system capable of monitoring release of water pressure of basement
CN105780820A (en) * 2016-05-04 2016-07-20 中国电建集团华东勘测设计研究院有限公司 Anti-floating structure of bottom plate of underground building
CN108331033A (en) * 2018-02-06 2018-07-27 中船第九设计研究院工程有限公司 A kind of LNG sunken tanks bottom plate anti-floating pressure reduction structure and its construction

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
大地下室施工的技术要点;杨杰;《科技资讯》;20100131(第01期);第89页 *

Also Published As

Publication number Publication date
CN109024711A (en) 2018-12-18

Similar Documents

Publication Publication Date Title
CN101560770B (en) Novel deep building foundation pit supporting system
CN103046565B (en) Draining method for ultra-deep batholith deep foundation pit
CN103510528A (en) Blind trench water discharging structure used for underground structure up-floating prevention
CN108951649B (en) Foundation pit supporting structure
CN105421500A (en) Basement anti-floating system based on low horizontal grout curtain and depressurization through water drawing
CN111139852A (en) Water-rich sandy gravel stratum high-permeability ultra-deep foundation pit dewatering construction method
WO2007129693A1 (en) Soil improvement method
CN109024711B (en) Underground structure anti-floating system and construction method thereof
JP5213216B2 (en) Ground improvement method
CN102425179B (en) Structure of reinforced soil sewer supported by bored concrete piles of mini steel tubes
CN104452776B (en) Meet with the one construction Treatment Methods of diaphragm wall during boulder
CN101481913A (en) Construction method of rock-socketed underground continuous wall punching slot section
CN111549807B (en) Water lowering and draining method combining water conservancy project foundation pit and pipe well with light well point
CN105064384B (en) Vacuum tube well precipitation system
CN104975610A (en) Expanded-end decompression well, deep foundation pit structure and construction method for expanded-end decompression well
CN102605781A (en) Rocky bed steel pipe pile sinking construction process
CN107012792B (en) A kind of construction method of bridge substructure
CN206157748U (en) Release of stress type stirrup cage sand well foundation pit dewatering device
CN205636749U (en) A excavation supporting system for sandy gravel boulder geological stratification
CN110144871A (en) A kind of dark creek processing construction method
CN109339079A (en) A kind of foundation pit water-stopping system and its construction technology close to river permeable stratum
CN204940314U (en) A kind of bellend pressure reduction well and deep foundation ditch structure thereof
CN105155478B (en) A kind of new damming dam reinforces Application way
CN107237331A (en) A kind of foundation ditch construction method of utilization water pressure supporting
CN211036962U (en) Underground continuous wall with pit-facing surface and dewatering function

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant