CN105862874B - A kind of means of defence for controlling closing foundation ditch construction of structures to deform - Google Patents
A kind of means of defence for controlling closing foundation ditch construction of structures to deform Download PDFInfo
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- CN105862874B CN105862874B CN201610231358.4A CN201610231358A CN105862874B CN 105862874 B CN105862874 B CN 105862874B CN 201610231358 A CN201610231358 A CN 201610231358A CN 105862874 B CN105862874 B CN 105862874B
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- foundation ditch
- defence
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- Expired - Fee Related
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- 238000010276 construction Methods 0.000 title claims abstract description 70
- 238000009412 basement excavation Methods 0.000 claims abstract description 47
- 238000007569 slipcasting Methods 0.000 claims abstract description 40
- 239000002689 soil Substances 0.000 claims abstract description 35
- 238000005553 drilling Methods 0.000 claims abstract description 11
- 238000006073 displacement reaction Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 230000008878 coupling Effects 0.000 claims description 6
- 238000010168 coupling process Methods 0.000 claims description 6
- 238000005859 coupling reaction Methods 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 4
- 239000004744 fabric Substances 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 3
- 229910000278 bentonite Inorganic materials 0.000 claims description 2
- 239000000440 bentonite Substances 0.000 claims description 2
- 238000001514 detection method Methods 0.000 claims description 2
- 239000012530 fluid Substances 0.000 claims description 2
- 230000008676 import Effects 0.000 claims 1
- 238000004062 sedimentation Methods 0.000 description 9
- 239000002002 slurry Substances 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 101150054854 POU1F1 gene Proteins 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000002955 isolation Methods 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Analytical Chemistry (AREA)
- Chemical & Material Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of means of defence for controlling closing foundation ditch construction of structures to deform, comprise the following steps：(1) earth pressure gauge is being buried in the ground of construction of structures side, foundation pit deformation inclinometer pipe is buried close to foundation ditch side, and laying in construction of structures settlement observation point；(2) vertically drilled, imported the gasbag of inflatable/slip casting in drilling between foundation ditch and construction of structures using guide pipe, aperture section is sealed；(3) during excavation of foundation pit, situation of change is settled according to soil pressure, surrounding soil displacement and construction of structures, starts pressurized equipment, airway tube is opened and gasbag is inflated, to carry out pressure compensation to excavating caused off-load；(4) after the completion of excavation of foundation pit, the air in air bag is discharged one by one, while carrying out slip casting, forms the pile body with certain rigidity.The present invention has fast speed of application, strong adaptability, efficiency high, disturbs small, low cost and other advantages, is a kind of very effective settlement Control means of defence.
Description
Technical field
The invention belongs to foundation pit construction technical field, a kind of control closing foundation ditch construction of structures deformation is concretely related to
Means of defence.
Background technology
In recent years, Chinese urban construction and development is extremely rapid, and underground engineering is more and more, has emerged substantial amounts of foundation ditch
Engineering.These deep big foundation pit surroundings for being located at down town are gathered all kinds of underground utilities, close on all kinds of constructions of structures and subway tunnel
The facilities such as road.Because down town deep big foundation pit construction site is narrow and small, the construction period is tight, deep (depth is generally 15 to excavation of foundation pit
~25m), excavation of foundation pit area is big, and execution conditions are complicated；In addition the stratum residing for engineering is essentially saturated aqueous stream modeling or soft modeling
Argillic horizon, hole is the features such as when compressibility is big, shearing strength is low, sensitivity is high.The off-load of deep basal pit inevitably results in foundation ditch
And the stress field of surrounding soil changes, foundation ditch and foundation ditch surrounding soil strata deformation cause uplift of soil in foundation ditch, enclosed
The lateral deformation of protection structure and the sedimentation of foundation ditch periphery earth's surface.And in soft clay area deep pit excavation, not only to meet deep base
The intensity and safety and stability in hole itself, but also to control earth's surface outside the hole of the deformation and generation caused by deep pit digging
Sedimentation, to meet the requirement of protection surrounding enviroment.
At present, the method for the construction of structures for closing on excavation pit using conventional isolation pile technical protection has obtained certain answer
With, but when excavation of foundation pit have resulted in close on excavation pit construction of structures sedimentation and deformation it is excessive when, conventional isolation pile technology is just
Lose effect；In addition, when the construction of structures for closing on excavation pit uses pile foundation, also having using (i.e. remote on the outside of isolation pile
From foundation ditch side) protected mode of grouting and reinforcing, but this method is not suitable for shallow foundation Infrastructure because on the outside of stake slip casting main mesh
Be improve closed on by protection excavation pit construction of structures pile foundation side friction, improve its pile foundation non-deformability, and
Direct slip casting can cause the uneven upper lift of building on the contrary under shallow foundation Infrastructure, cause bulge fracture.
In addition, double-row pile technology has obtained certain development in recent years, close to having in existing building foundation pit stope support
There is some superiority, but Double-row Piles Support cost is higher, and pattern foundation pit supporting structure depth also has certain limitations, and supporting safety coefficient is relatively low, after
The construction of campshed is larger by the ambient influnence after side slope.
It is in summary those skilled in the art there is provided a kind of means of defence for controlling closing foundation ditch construction of structures to deform
One important technological problems.
The content of the invention
In order to overcome defect present in prior art, it is easy to construction the invention provides one kind, can controls to close on out
The means of defence of foundation ditch construction of structures deformation is dug, excavation pit construction of structures is closed on to protect.
A kind of means of defence for controlling closing foundation ditch construction of structures to deform, comprises the following steps：
(1) earth pressure gauge is being buried in the ground of construction of structures side, is burying foundation pit deformation close to foundation ditch side and survey
Inclined tube, and lay in construction of structures settlement observation point；
(2) vertically drilled close to foundation ditch side between foundation ditch and existing construction of structures, after pore-forming, utilize guide pipe
The gasbag of inflatable/slip casting is imported in drilling, aperture section is sealed；
(3) in excavation of foundation pit simultaneously, situation of change is settled according to soil pressure, surrounding soil displacement and construction of structures, started
Pressurized equipment, opens airway tube and gasbag is inflated, form an Exhaust airbag post, to carry out pressure to excavating caused off-load
Compensation；
(4) after the completion of excavation of foundation pit, the air in air bag is one by one discharged, while carrying out slip casting, being formed has necessarily
The pile body of rigidity.
The setting of settlement observation point of the present invention should be by engineering geological data and building of the designing unit according to ground
The characteristics of structure, determines, while the mark burial place of settlement observation point answers sight open, does not block.
Preferably, if the foundation ditch is arranged at intervals arterial highway cross-brace from top to bottom, the cross-brace uses hydraulic pressure
Formula telescopic pole is simultaneously laid in uniform.Its quantity is spent according to the length (width) of construction of structures to be determined.
Preferably, boring aperture control is in 100~300mm.Forming hole method is not limited.
Preferably, cloth bag of the gasbag of inflatable/slip casting using geotechnological sealed air-tight；Above and below the gasbag
Two ends colligation is on guide pipe, and colligation point in gasbag upper end is imported gasbag by guide pipe away from guide pipe 2~3m of upper port
In drilling, after gasbag is imported in drilling, sealed in the range of 2~3 meters of its aperture section using bentonite；Gasbag feeding is bored
Sealing propertytest is carried out to it before hole, in the stage of excavation, the valve of the blast pipe of gasbag is closed all the time.
Preferably, guide pipe is the steel pipe with certain diameter or PE pipes, internal diameter is controlled in 100~200mm；Guide pipe
Basset and be partly connected with subtube, guide pipe passes through the part in gasbag, its scope open interior of pipe shaft bottom 1/2, hole
Footpath 50mm；Guide pipe hypomere stretches out gasbag certain length, its sealed bottom.Guide pipe can also serve as gas tube and Grouting Pipe, gas
Body or slurries can enter gasbag by the eyelet on guide pipe.
Preferably, soil body sliding area and the embedded soil body of the gasbag bottom through foundation ditch and periphery construction of structures are slided
The solum of dynamic area bottom.
Preferably, earth pressure gauge is embedded between vertically disposed gasbag and construction of structures, the depth of burying is according to base
The position of each excavation face is determined when hole is excavated；The foundation pit deformation inclinometer pipe is embedded in excavation pit and vertically disposed air bag
Between bag and positioned at close to foundation ditch side.
Preferably, the earth pressure gauge buries two rows in vertically disposed gasbag with building along excavation of foundation pit depth direction
Between structures；Wherein a casting pressure gauge is vertically buried, and another row of horizontal is buried；The earth pressure gauge and real-time monitoring system
It is connected.Vertically embedded earth pressure gauge is used to measure level to soil pressure, and horizontally embedded earth pressure gauge is used to measure vertical
Soil pressure.
Preferably, the guide pipe is connected with pressurized equipment, the pressurized equipment is that air compressor or slip casting are set
It is standby.Realized and inflated into gasbag by air compressor, the slip casting into gasbag is realized by grouting equipment.
Preferably, the top of vertically disposed gasbag is flexible by default steel pipe in the coupling beam of top and top coupling beam
Connection.
The beneficial effects of the present invention are：
(1)/slip casting is inflated using the gasbag of inflatable/slip casting in the means of defence, can be by inflation/grouting pressure
Uniform diffuse in the foundation soil under protection construction of structures, can be avoided the construction of structures that directly slip casting is caused in ground uneven
Even upper lift protuberance, reduces the waste of slurry；
(2) grouting pressure, grouting amount and slip casting progress can be adjusted according to earth pressure gauge and Excavation Settlement measured result, in time
Stress release due to surrounding soil caused by excavation of foundation pit is compensated, to control periphery construction of structures sedimentation, effectively subtracted
Small excavation of foundation pit is to the disturbance of the construction of structures closed on；
(3) it can be limited by improving body surface collateral resistance that the shear resistance and structure of slide surface itself provided and rigidity
The development of deformation of the soil body after means of defence processed, reduces the sedimentation and deformation of construction of structures after means of defence；
(4) certain anti-floating bearing capacity can be provided；
(5) simple for production, speed of application is fast, and strong adaptability, efficiency high, cost are low.
Brief description of the drawings
Fig. 1 is the structural representation of the present invention；
Fig. 2 is the vertically disposed inflatable/slip casting gasbag plane of arrangement schematic diagram of the present invention；
Fig. 3 is the structural representation of inflatable/slip casting gasbag.
Embodiment
The invention will be further described with specific embodiment below in conjunction with the accompanying drawings, but invention which is intended to be protected is simultaneously
Not limited to this.
A kind of reference picture 1~3, means of defence for controlling closing foundation ditch construction of structures to deform, comprises the following steps：
(1) earth pressure gauge 6 is being buried in the ground of the side of construction of structures 2, foundation pit deformation is buried close to the side of foundation ditch 1
Inclinometer pipe 7, and the laying settlement observation point 8 in construction of structures, and initial settlement observation is carried out, using the control as subsequent construction
Reference processed；Settlement observation point set should by engineering geological data and building structure of the designing unit according to ground the characteristics of it is true
It is fixed, while the mark burial place of settlement observation point answers sight open, do not block；
Earth pressure gauge 6 is embedded between vertically disposed gasbag 9 and construction of structures 2, and the depth of burying is according to excavation of foundation pit
When each excavation face position determine；The foundation pit deformation inclinometer pipe 7 is embedded in excavation pit 1 and vertically disposed gasbag 9
Between and positioned at close to the side of foundation ditch 1；Specifically, the earth pressure gauge 6 buries two rows in vertical along excavation of foundation pit depth direction
Between the gasbag 9 of arrangement and construction of structures 2；Wherein a casting pressure gauge is vertically buried, for measuring level to soil pressure, separately
One row of horizontal is buried, for measuring vertical earth pressure；The soil pressure meter is connected with real-time monitoring system.
(2) intend excavation pit avris set building enclosure 4, while foundation ditch 1 and close on excavation pit construction of structures 2 it
Between vertically drilled close to the side of foundation ditch 1, boring aperture control, can using guide pipe 10 after 100~300mm, pore-forming
The gasbag 9 of inflation/slip casting is imported in drilling, and carrying out sealing in the range of 2~3 meters of aperture section with bentonite forms seal section 3,
Ensure that the upper valve of blast pipe 11 of gasbag 9 is closed；
The gasbag 9 of inflatable/slip casting is using the cloth bag of geotechnological sealed air-tight, the upper and lower ends colligation of the gasbag
In on guide pipe 10, colligation point in gasbag upper end is away from 2~3m of guide pipe upper port；It is carried out before gasbag feeding drilling close
The detection of envelope property, in the stage of excavation, the valve of the blast pipe 11 of gasbag is closed all the time；
Guide pipe 10 is the steel pipe with certain diameter or PE pipes, and internal diameter is controlled in 100~200mm；Guide pipe exposes ground
Face part is connected with subtube 16, and guide pipe passes through the part in gasbag, its scope open interior of pipe shaft bottom 1/2, aperture
50mm；Guide pipe hypomere stretches out gasbag 60cm, its sealed bottom；Guide pipe 10 can also serve as gas tube and Grouting Pipe, gas or
Slurries can enter gasbag 9 by the eyelet 12 on guide pipe；
The gasbag 9 of described inflatable/slip casting is positioned close to the side of foundation ditch 1, and its bottom is through the foundation ditch 1 and faces
Soil body sliding area between nearly excavation pit construction of structures 2, and go deep into the solum of soil body sliding area bottom；The foundation ditch 1
If being arranged at intervals arterial highway cross-brace 5 from top to bottom in digging process, the cross-brace uses fluid pressure type telescopic pole
And in uniform laying.
(3) in excavation of foundation pit simultaneously, situation of change is settled according to soil pressure, surrounding soil displacement and construction of structures, carried out
Inflation maintains pressure stability；Guide pipe 10 is connected with pressurized equipment 14 (air compressor), starts air compressor, and opening is led
Tracheae is inflated to gasbag 9, make inflatable/slip casting gasbag 9 it is micro- it is swollen (excavation of foundation pit completion before guide pipe all the time
It is connected with pressurized equipment, keeps inflating the pressure stability after finishing each time in this process), an Exhaust airbag post is formed,
The volumetric expansion of gasbag 9 of inflatable/slip casting forms the pile body with larger diameter and certain rigidity, and according to soil pressure and base
Pressure in hole sedimentation measured result adjustment gasbag, enters to the stress release due to surrounding soil caused by excavation of foundation pit in time
Row compensation；
The gasbag 9 of inflatable/slip casting can pass through pressurized equipment 14 (air compressor/grouting equipment) according to condition of construction
It is allowed to full to swelling with total pipeline 15, subtube 16, while each gasbag can be known in real time by real-time monitoring system 17
Real-time pressure, realization control alone or in combination each, it is easy to operate；
The gasbag 9 of vertically disposed inflatable/slip casting, its end utilizes flexible connection together, and casting concrete,
Entirety is formed at earth's surface；In this way, the integral rigidity of the gasbag 9 of vertically disposed inflatable/slip casting can be improved, so as to enter
One step reduces foundation pit construction to closing on the influence of excavation pit construction of structures 2；
The gasbag 9 of vertically disposed inflatable/slip casting is primarily subjected to lateral soil pressure caused by the excavation construction of excavation pit 1
The frictional resistance that power and ground relative settlement are produced, and the gasbag 9 of vertically disposed inflatable/slip casting to a certain extent may be used
To reduce the soil pressure acted in the building enclosure 4 of excavation pit 1；When the soil body produces sliding deformation, by monitoring in real time
System 17 inflates/slip casting to the gasbag 9 of vertically disposed inflatable/slip casting, by improve slide surface shear resistance and
The pile side resistance and rigidity that pile body is provided are to limit the development of deformation of the soil body after stake, so as to reduce after stake by protection Architectural Equipment
Sedimentation and deformation；
The closely connected arranged of gasbag 9 of vertically disposed inflatable/slip casting, each gasbag has each independent lead
To pipe 10, blast pipe 11, corresponding valve and respective real-time monitoring system 17 (pressure gauge).By inflating/slip casting to it, make
Air bag bag formation inflation/slip casting utricule, inflation/grouting pressure can be diffused to uniformly close under excavation pit construction of structures 2
Foundation soil in, can avoid directly in ground inflation/slip casting cause close on excavation pit construction of structures 2 it is uneven on lift
Protuberance.
(4) after the completion of excavation of foundation pit, the air in air bag is one by one discharged, while carrying out slip casting, being formed has necessarily
The pile body of rigidity；Specifically, total valve is closed, total pipeline is removed and connected on grouting equipment from air compressor,
Total valve is opened, while slowly opening the blast pipe 11 of the gasbag 9 of inflation/slip casting, slurry is slowly full of Nang bags；The row for the treatment of
There is slurry to overflow after a period of time in tracheae 11, you can to think that the gasbag 9 of the inflation/slip casting is already filled with, now close phase
Answer the valve in branch；After the gasbag 9 of all inflation/slip castings all fills slurry, the gasbag 9 of inflation/slip casting is carried out
Sealing of hole, and the top of all vertically disposed gasbags is connected by default steel pipe in the coupling beam of top and top coupling beam flexibility
Connect.
The gasbag volumetric expansion of inflatable/slip casting of the invention forms the pile body with larger diameter and certain rigidity, and
The stress release of surrounding soil caused by due to excavation of foundation pit can be carried out according to soil pressure and foundation pit deformation sedimentation measured result
Compensation, to control periphery construction of structures sedimentation, effectively reduces excavation of foundation pit to the disturbance of the construction of structures closed on.The present invention is solved
The problem of closing foundation ditch construction of structures settlement Control is difficult, overcomes other means of defences and has that cost is high, disturbance is big and efficiency
Low defect.The present invention has fast speed of application, strong adaptability, real-time, efficiency high, disturbs small, low cost and other advantages, is one
Plant very effective settlement Control means of defence.
Claims (10)
1. a kind of means of defence for controlling closing foundation ditch construction of structures to deform, it is characterised in that comprise the following steps：
(1) earth pressure gauge is being buried in the ground of construction of structures side, foundation pit deformation inclinometer pipe is buried close to foundation ditch side,
And settlement observation point is laid in construction of structures；
(2) vertically drilled close to foundation ditch side between foundation ditch and existing construction of structures, can using guide pipe after pore-forming
The gasbag of inflation/slip casting is imported in drilling, and aperture section is sealed；
(3) in excavation of foundation pit simultaneously, situation of change is settled according to soil pressure, surrounding soil displacement and construction of structures, starts pressurization
Equipment, opens airway tube and gasbag is inflated, form an Exhaust airbag post；
(4) after the completion of excavation of foundation pit, the air in air bag is one by one discharged, while carrying out slip casting, being formed has certain rigidity
Pile body.
2. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：The base
If hole is arranged at intervals arterial highway cross-brace from top to bottom, the cross-brace is using fluid pressure type telescopic pole and in uniform cloth
If.
3. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：Drilling hole
Footpath is controlled in 100~300mm.
4. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：It can fill
The gasbag of gas/slip casting uses the cloth bag of geotechnological sealed air-tight；The upper and lower ends colligation of the gasbag is on guide pipe, gas
Colligation point in pouch upper end is imported gasbag in drilling by guide pipe away from guide pipe 2~3m of upper port, and gasbag imports drilling
After interior, sealed in the range of 2~3 meters of its aperture section using bentonite；Sealing is carried out to it before gasbag feeding drilling
Detection, in the stage of excavation, the valve of the blast pipe of gasbag is closed all the time.
5. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：Guide pipe
It is that the steel pipe with certain diameter or PE are managed, internal diameter is controlled in 100~200mm；Guide pipe bassets partly to be connected with subtube
Connect, guide pipe passes through the part in gasbag, its scope open interior of pipe shaft bottom 1/2, aperture 50mm；Guide pipe hypomere stretches out gas
Pouch certain length, its sealed bottom.
6. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：Gasbag
The solum of soil body sliding area and embedded soil body sliding area bottom of the bottom through foundation ditch and periphery construction of structures.
7. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：Soil pressure
Meter is embedded between vertically disposed gasbag and construction of structures, the position of each excavation face when the depth of burying is according to excavation of foundation pit
It is determined that；The foundation pit deformation inclinometer pipe is embedded between excavation pit and vertically disposed gasbag and positioned at close to foundation ditch one
Side.
8. the means of defence of control closing foundation ditch construction of structures deformation according to claim 7, it is characterised in that：The soil
Pressure gauge buries two rows between vertically disposed gasbag and construction of structures along excavation of foundation pit depth direction；A wherein casting pressure
Power meter is vertically buried, and another row of horizontal is buried；The earth pressure gauge is connected with real-time monitoring system.
9. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：It is described to lead
It is connected to pipe with pressurized equipment, the pressurized equipment is air compressor or grouting equipment.
10. the means of defence of control closing foundation ditch construction of structures deformation according to claim 1, it is characterised in that：Vertically
The top of the gasbag of arrangement is flexibly connected by default steel pipe in the coupling beam of top and top coupling beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610231358.4A CN105862874B (en) | 2016-04-14 | 2016-04-14 | A kind of means of defence for controlling closing foundation ditch construction of structures to deform |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610231358.4A CN105862874B (en) | 2016-04-14 | 2016-04-14 | A kind of means of defence for controlling closing foundation ditch construction of structures to deform |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105862874A CN105862874A (en) | 2016-08-17 |
| CN105862874B true CN105862874B (en) | 2017-09-19 |
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ID=56637828
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610231358.4A Expired - Fee Related CN105862874B (en) | 2016-04-14 | 2016-04-14 | A kind of means of defence for controlling closing foundation ditch construction of structures to deform |
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| CN115978354A (en) * | 2022-12-30 | 2023-04-18 | 中国电建集团西北勘测设计研究院有限公司 | Active protection device and protection method for preventing underground pipeline from deforming |
| CN116356815B (en) * | 2023-04-23 | 2023-10-20 | 中铁隧道局集团有限公司 | Soil deformation and vibration air bag isolation structure for deep soft soil area |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09144000A (en) * | 1995-11-21 | 1997-06-03 | Toudentsuu:Kk | Method and device for retaining earth |
| CN202247899U (en) * | 2011-07-09 | 2012-05-30 | 牛伟民 | Foundation pit support air bag |
| CN103835277A (en) * | 2012-11-22 | 2014-06-04 | 同济大学 | Inflatable type multipoint displacement meter anchor head for soft soil stratums |
-
2016
- 2016-04-14 CN CN201610231358.4A patent/CN105862874B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09144000A (en) * | 1995-11-21 | 1997-06-03 | Toudentsuu:Kk | Method and device for retaining earth |
| CN202247899U (en) * | 2011-07-09 | 2012-05-30 | 牛伟民 | Foundation pit support air bag |
| CN103835277A (en) * | 2012-11-22 | 2014-06-04 | 同济大学 | Inflatable type multipoint displacement meter anchor head for soft soil stratums |
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