CN106368219A - Supporting reinforcing structure of deep foundation pit and construction method - Google Patents
Supporting reinforcing structure of deep foundation pit and construction method Download PDFInfo
- Publication number
- CN106368219A CN106368219A CN201610903603.1A CN201610903603A CN106368219A CN 106368219 A CN106368219 A CN 106368219A CN 201610903603 A CN201610903603 A CN 201610903603A CN 106368219 A CN106368219 A CN 106368219A
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- reinforcement structure
- pile
- deep basal
- support reinforcement
- building
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00732—Uses not provided for elsewhere in C04B2111/00 for soil stabilisation
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Ceramic Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Inorganic Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a supporting reinforcing structure of a deep foundation pit and a construction method. The supporting reinforcing structure comprises a building, the foundation pit, a supporting structure and multiple isolation piles. The foundation pit is adjacent to the building, the periphery of the foundation pit is surrounded by the supporting structure, the multiple isolation piles are arranged between the building and the supporting structure, multiple grouting holes are formed in soil between the isolation piles and the supporting structure, and slurry is injected into the grouting holes. According to the structure, the influence of soil reinforcing on surrounding soil can be effectively removed, the influence of grouting reinforcing on the protected building is reduced, soil outside the foundation pit is reinforced, side deformation of the foundation pit and settlement of the soil outside the foundation pit can be greatly reduced, and the side effect of the foundation pit on the protected building in the construction period can be reduced.
Description
Technical field
The invention belongs to Deep Pit Support in Soft Soil deformed Control Technology.The present invention relates to a kind of deep base of next-door neighbour's protection building
The support reinforcement structure in hole and construction method.
Background technology
When deep-foundation pit engineering next-door neighbour's protection building, for ensureing foundation pit construction during protect the safety of building, need to be to foundation ditch
Deformation is controlled by.Traditional method has two kinds, and a kind of method is that the soil body to passive area in foundation ditch carries out reinforcing, increases in foundation ditch
Support stiffness, to reduce the deformation during excavation of foundation pit, thus reaching the purpose of protection building safety, but after adopting the method,
More to the DeGrain controlling deformation effect, increasedd expense, especially in soft clay area, the hole that foundation pit deformation brings
Outer soil body sedimentation cannot eliminate, and the potential safety hazard thereby resulting in the protection building of next-door neighbour's foundation ditch will exist always, often cause
The serious consequences such as structure crack, inclined building.Another kind of method is the method using cheating outer soil stabilization, to reduce the change of foundation ditch
Shape, conventional reinforcement means has the mode of cement mixing method or slip casting, but mixing pile method construction can take larger construction sky
Between, slip casting method is constructed may make basis and the land upheaval of protection building, thus producing about destruction to building, so work as protecting
When shield building is close to foundation ditch, no matter adopt cement mixing method or grouting and reinforcing, all can produce considerable influence to the periphery soil body, from
And have influence on protection building.
Content of the invention
For deficiency of the prior art, the present invention proposes a kind of support reinforcement structure and the construction method of deep basal pit,
Can effectively eliminate soil stabilization impact to surrounding soil, thus reducing the impact to protection building for the grouting and reinforcing, Yin Ji
Cheat the outer soil body to be reinforced, foundation ditch lateral deformation and the sedimentation of the foundation ditch outer soil body can be greatly reduced, reduce the foundation pit construction phase
Between to protection building adverse effect.
The present invention following technical scheme of offer:
A kind of support reinforcement structure of deep basal pit, comprises to build, foundation ditch, supporting construction and multiple isolation pile, wherein, described
Foundation ditch is close to described building, and described supporting construction is enclosed located at described foundation ditch surrounding, and the plurality of isolation pile is arranged at described building
And described supporting construction between, the soil body between described isolation pile and described supporting construction arranges multiple injected holes, described slip casting
Serosity is injected in hole.
Preferably, in the support reinforcement structure of above-mentioned deep basal pit, at least one isolation pile adopts non-Squeezing Soil Pile.
Preferably, in the support reinforcement structure of above-mentioned deep basal pit, described non-Squeezing Soil Pile is dry working system cast-in-situ bored pile
Or mud off method cast-in-situ bored pile.
Preferably, in the support reinforcement structure of above-mentioned deep basal pit, also include the isolation pile using Squeezing Soil Pile.
Preferably, in the support reinforcement structure of above-mentioned deep basal pit, described Squeezing Soil Pile is squeezed into for prebored hole or static pressure construction
Prefabricated pile, squeeze into or static pressure is constructed uncovered steel-pipe pile or uncovered prestressing concrete hollow pile.
Preferably, in the support reinforcement structure of above-mentioned deep basal pit, the effective length of described non-Squeezing Soil Pile is described foundation ditch
2 times of excavating depth, described slip casting hole depth is 2 times of described foundation ditch excavating depth.
Preferably, in the support reinforcement structure of above-mentioned deep basal pit, described serosity comprises a serosity and b serosity, described serosity
Proportioning: a serosity: b serosity=1:0.5, wherein, described a slurry weight proportioning: cement: water=1:0.55, described b slurry volume
Proportioning: waterglass: water=1:1, wherein said cement is 32.5 grades, 35 ° of described modulus of water glass.
Preferably, in the support reinforcement structure of above-mentioned deep basal pit, the pitch-row of the plurality of injected hole is 1.2m, and array pitch is
0.8m.
The invention also discloses a kind of construction method of the support reinforcement structure of deep basal pit as above, walk including following
Rapid:
Step 1, needs before construction the present situation of described building is carried out detecting, investigates, when the anti-inhomogeneous deformation energy of described building
Reinforcement measure need to be adopted when power is poor；
Step 2, arranges described isolation pile between described building and described supporting construction；
Step 3, reinforces to the soil body between described isolation pile and foundation ditch.
Preferably, in the construction method of support reinforcement structure of above-mentioned deep basal pit, the reinforcement measure in described step 1 is adopted
With reinforcing to the post of described building, wall or foundation.
Preferably, in the construction method of support reinforcement structure of above-mentioned deep basal pit, in described step 3, adopt two fluid grouting
Mode is reinforced to the described soil body, and described two fluid grouting mode comprises
Step 3-1, arranges spacing and the position of described injected hole in the described soil body；
Step 3-2, Grouting Pipe is flowed out by rig located at desired depth injected clear water and from slurry mixer end；
Step 3-3, described a liquid, b liquid are injected desired depth by described Grouting Pipe；
Step 3-4, applies control pressure pumpback slip casting during slip casing by pressure；
Step 3-5, slip casting finishes rinses described Grouting Pipe well whole withdrawals, and described injected hole is sealed, extensive
Restore shape.
Preferably, the described biliquid note in the construction method of support reinforcement structure of above-mentioned deep basal pit, in described step 3
Slurry mode, using plum blossom-shaped cloth hole, spacer holes slip casting.
Preferably, the described biliquid note in the construction method of support reinforcement structure of above-mentioned deep basal pit, in described step 3
Slurry mode, using bored grouting, promotes from lower to upper, and the every 30s of described Grouting Pipe pulls out 5cm.
Preferably, in the construction method of support reinforcement structure of above-mentioned deep basal pit, in described step 3-3, by described a
Liquid, b liquid inject desired depth by described Grouting Pipe under the pressure of 0.1～0.5mpa.
Compared with stabilization of soil in passive area method in foundation ditch, the reinforcement means of the present invention is obviously reduced foundation pit deformation；With nothing
The reinforcement means of isolation pile is compared, and foundation ditch outer soil stabilization construction produced impact to surrounding soil can be obviously reduced；With
Cement mixing method method is compared, and cost is relatively low, and the shared ground space of construction requires much lower；The present invention is to next-door neighbour's deep basal pit
Protection building protected, there is apparent advantage.
Brief description
Fig. 1 is the top view of the support reinforcement structure of deep basal pit of the present invention；
In figure:
1- builds
2- foundation ditch
3- isolation pile
4- supporting construction
5- injected hole
Specific embodiment
Below in conjunction with the drawings and specific embodiments to the support reinforcement structure of deep basal pit proposed by the present invention and construction method
It is described in further detail.According to following explanation and claims, advantages and features of the invention will become apparent from.Should be noted
It is that accompanying drawing, all in the form of very simplification and all using non-accurately ratio, only in order to convenience, lucidly aids in illustrating this
The purpose of bright embodiment.
Refer to and combine Fig. 1, present embodiment discloses a kind of support reinforcement structure of deep basal pit, comprise to build 1, foundation ditch 2,
Supporting construction 4 and multiple isolation pile 3, wherein, described foundation ditch 2 is close to described building 1, and described supporting construction 4 is enclosed located at described base
Cheat 2 surroundings, the plurality of isolation pile 3 is arranged between described building 1 and described supporting construction 4, described isolation pile 3 with described
The soil body between protection structure 4 arranges multiple injected holes 5, and described injected hole 5 injects serosity.
It is so designed that, grouting and reinforcing is carried out to the soil body between isolation pile 3 and foundation ditch 2, can effectively eliminate soil stabilization institute
Impact to surrounding soil, thus reducing the impact to protection building for the grouting and reinforcing, because the outer soil body of foundation ditch is reinforced, can
Sedimentation foundation ditch lateral deformation being greatly reduced and cheating the outer soil body, reduces the adverse effect during foundation pit construction, protection built.
In the above-described embodiments, at least one isolation pile 3 adopts non-Squeezing Soil Pile.
In the above-described embodiments, described non-Squeezing Soil Pile is dry working system cast-in-situ bored pile or mud off method drill-pouring
Stake.
In the above-described embodiments, also include the isolation pile 3 using Squeezing Soil Pile.
In the above-described embodiments, described Squeezing Soil Pile squeeze into for prebored hole or static pressure construction prefabricated pile, squeeze into or static pressure construction
Uncovered steel-pipe pile or uncovered prestressing concrete hollow pile.
In the above-described embodiments, the effective length of described non-Squeezing Soil Pile is 2 times of described foundation ditch 2 excavating depth, described note
Slurry hole 5 depth is 2 times of described foundation ditch 2 excavating depth.
In the above-described embodiments, described serosity comprises a serosity and b serosity, described grout coordinate ratio: a serosity: b serosity=1:
0.5, wherein, described a slurry weight proportioning: cement: water=1:0.55, described b slurry volume proportioning: waterglass: water=1:1,
Wherein said cement is 32.5 grades, 35 ° of described modulus of water glass.
In the above-described embodiments, the pitch-row of the plurality of injected hole 5 is 1.2m, and array pitch is 0.8m.
The present embodiment also discloses a kind of construction method of the support reinforcement structure of deep basal pit as above, including such as
Lower step:
Step 1, needs before construction the present situation of described building 1 to be carried out detecting, investigates, when the 1 anti-inhomogeneous deformation of described building
Reinforcement measure need to be adopted when ability is poor；
Step 2, arranges described isolation pile 3 between described building 1 and described supporting construction 4；
Step 3, reinforces to the soil body between described isolation pile 3 and foundation ditch 2.
It is so designed that, the soil body between described isolation pile 3 and described foundation ditch 2 is reinforced, by reinforcing, improve the soil body
Mechanical property, improve the internal friction angle of the soil body, to reduce the deformation values of foundation ditch during excavation.
In the above-described embodiments, the reinforcement measure in described step 1 is using to the described post building 1, wall or ground base
Plinth is reinforced.
In the above-described embodiments, using two fluid grouting mode, the described soil body is reinforced in described step 3, described biliquid
Grouting mode comprises:
Step 3-1, arranges spacing and the position of described injected hole 5 in the described soil body；
Step 3-2, Grouting Pipe is flowed out by rig located at desired depth injected clear water and from slurry mixer end；
Step 3-3, described a liquid, b liquid are injected desired depth by described Grouting Pipe；
Step 3-4, applies control pressure pumpback slip casting during slip casing by pressure；
Step 3-5, slip casting finishes rinses described Grouting Pipe well whole withdrawals, and described injected hole 5 is sealed, extensive
Restore shape.
In the above-described embodiments, the described two fluid grouting mode in described step 3, using plum blossom-shaped cloth hole, spacer holes are noted
Slurry.Wherein spacer holes slip casting is that 2 hole sites in interval carry out slip casting.
In the above-described embodiments, the described two fluid grouting mode in described step 3, using bored grouting, carries from lower to upper
Pull out, the every 30s of described Grouting Pipe pulls out 5cm.
In the above-described embodiments, in described step 3-3, by described a liquid, b liquid by described Grouting Pipe in 0.1～0.5mpa
Pressure under inject desired depth.
Foregoing description is only the description to present pre-ferred embodiments, not any restriction to the scope of the invention, this
Any change that the those of ordinary skill in bright field does according to the disclosure above content, modification, belong to the protection of claims
Scope.
Claims (14)
1. a kind of support reinforcement structure of deep basal pit is it is characterised in that comprise
Building；
Foundation ditch, is close to described building；
Supporting construction, encloses located at described foundation ditch surrounding；
Multiple isolation piles, are arranged between described building and described supporting construction；
The soil body between described isolation pile and described supporting construction arranges multiple injected holes, and described injected hole injects serosity.
2. the support reinforcement structure of deep basal pit as claimed in claim 1 is it is characterised in that at least one isolation pile adopts non-squeezing
Native stake.
3. the support reinforcement structure of deep basal pit as claimed in claim 2 is it is characterised in that described non-Squeezing Soil Pile is dry working system
Cast-in-situ bored pile or mud off method cast-in-situ bored pile.
4. the support reinforcement structure of deep basal pit as claimed in claim 2 is it is characterised in that also include the isolation using Squeezing Soil Pile
Stake.
5. the support reinforcement structure of deep basal pit as claimed in claim 4 is it is characterised in that described Squeezing Soil Pile is squeezed into for prebored hole
Or static pressure construction prefabricated pile, squeeze into or static pressure is constructed uncovered steel-pipe pile or uncovered prestressing concrete hollow pile.
6. the support reinforcement structure of deep basal pit as claimed in claim 2 is it is characterised in that the effective length of described non-Squeezing Soil Pile
For 2 times of described foundation ditch excavating depth, described slip casting hole depth is 2 times of described foundation ditch excavating depth.
7. the support reinforcement structure of deep basal pit as claimed in claim 1 is it is characterised in that described serosity comprises a serosity and b slurry
Liquid, described grout coordinate ratio: a serosity: b serosity=1:0.5, wherein, described a slurry weight proportioning: cement: water=1:0.55, institute
State b slurry volume proportioning: waterglass: water=1:1, wherein said cement is 32.5 grades, 35 ° of described modulus of water glass.
8. the support reinforcement structure of deep basal pit as claimed in claim 1 is it is characterised in that the pitch-row of the plurality of injected hole is
1.2m, array pitch is 0.8m.
9. the support reinforcement structure of the deep basal pit as described in any one in claim 1-8 construction method it is characterised in that
Comprise the steps:
Step 1, needs before construction the present situation of described building is carried out detecting, investigates, and builds anti-inhomogeneous deformation ability relatively when described
Reinforcement measure need to be adopted during difference；
Step 2, arranges described isolation pile between described building and described supporting construction；
Step 3, reinforces to the soil body between described isolation pile and foundation ditch.
10. the construction method of the support reinforcement structure of deep basal pit as claimed in claim 9 is it is characterised in that in described step 1
Reinforcement measure reinforce using to the post of described building, wall or foundation.
The construction method of the support reinforcement structure of 11. deep basal pits as claimed in claim 9 is it is characterised in that in described step 3
Using two fluid grouting mode, the described soil body is reinforced, described two fluid grouting mode comprises
Step 3-1, arranges spacing and the position of described injected hole in the described soil body；
Step 3-2, Grouting Pipe is flowed out by rig located at desired depth injected clear water and from slurry mixer end；
Step 3-3, described a liquid, b liquid are injected desired depth by described Grouting Pipe；
Step 3-4, applies control pressure pumpback slip casting during slip casing by pressure；
Step 3-5, slip casting finishes rinses described Grouting Pipe well whole withdrawals, described injected hole is sealed, recovers former
Shape.
The construction method of the support reinforcement structure of 12. deep basal pits as claimed in claim 11 is it is characterised in that described step 3
In described two fluid grouting mode, using plum blossom-shaped cloth hole, spacer holes slip casting.
The construction method of the support reinforcement structure of 13. deep basal pits as claimed in claim 11 is it is characterised in that described step 3
In described two fluid grouting mode, using bored grouting, promote from lower to upper, the every 30s of described Grouting Pipe pulls out 5cm.
The construction method of the support reinforcement structure of 14. deep basal pits as claimed in claim 11 is it is characterised in that described step 3-
In 3, described a liquid, b liquid are injected desired depth by described Grouting Pipe under the pressure of 0.1～0.5mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610903603.1A CN106368219B (en) | 2016-10-17 | 2016-10-17 | A kind of the support reinforcement structure and construction method of deep basal pit |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610903603.1A CN106368219B (en) | 2016-10-17 | 2016-10-17 | A kind of the support reinforcement structure and construction method of deep basal pit |
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| CN106368219A true CN106368219A (en) | 2017-02-01 |
| CN106368219B CN106368219B (en) | 2019-11-12 |
Family
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108222015A (en) * | 2018-01-25 | 2018-06-29 | 天津大学 | A kind of device and method using active isolation pile control influence of foundation excavation |
| CN109371985A (en) * | 2018-05-28 | 2019-02-22 | 中南大学 | A kind of foundation pit supporting method for recent fill |
| CN109653208A (en) * | 2019-01-07 | 2019-04-19 | 宁波工程学院 | Orientation constantly regulates and controls the isolation pile and method of displacement |
| CN109837911A (en) * | 2019-03-18 | 2019-06-04 | 辽宁工程技术大学 | A method of Foundation Pit Support Design is carried out using two fluid grouting |
| CN109881683A (en) * | 2019-03-22 | 2019-06-14 | 中煤科工集团重庆设计研究院有限公司 | A kind of more sublevel retaining structures and its construction method for combining artificial earth fill's grouting reinforcement technique |
| CN112281863A (en) * | 2020-10-14 | 2021-01-29 | 河南城建学院 | Safety protection device for excavation of building deep foundation pit |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108222015A (en) * | 2018-01-25 | 2018-06-29 | 天津大学 | A kind of device and method using active isolation pile control influence of foundation excavation |
| CN108222015B (en) * | 2018-01-25 | 2023-08-11 | 天津大学 | Device and method for controlling foundation pit excavation influence by adopting active isolation piles |
| CN109371985A (en) * | 2018-05-28 | 2019-02-22 | 中南大学 | A kind of foundation pit supporting method for recent fill |
| CN109653208A (en) * | 2019-01-07 | 2019-04-19 | 宁波工程学院 | Orientation constantly regulates and controls the isolation pile and method of displacement |
| CN109837911A (en) * | 2019-03-18 | 2019-06-04 | 辽宁工程技术大学 | A method of Foundation Pit Support Design is carried out using two fluid grouting |
| CN109837911B (en) * | 2019-03-18 | 2020-11-03 | 辽宁工程技术大学 | Method for carrying out foundation pit supporting design by using double-liquid grouting |
| CN109881683A (en) * | 2019-03-22 | 2019-06-14 | 中煤科工集团重庆设计研究院有限公司 | A kind of more sublevel retaining structures and its construction method for combining artificial earth fill's grouting reinforcement technique |
| CN112281863A (en) * | 2020-10-14 | 2021-01-29 | 河南城建学院 | Safety protection device for excavation of building deep foundation pit |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106368219B (en) | 2019-11-12 |
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