CN104863188A - Self-ballasting type anti-floating construction method - Google Patents
Self-ballasting type anti-floating construction method Download PDFInfo
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- CN104863188A CN104863188A CN201510194644.3A CN201510194644A CN104863188A CN 104863188 A CN104863188 A CN 104863188A CN 201510194644 A CN201510194644 A CN 201510194644A CN 104863188 A CN104863188 A CN 104863188A
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- self
- slip casting
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- floating
- slurries
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—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 against soil pressure or hydraulic pressure
- E02D31/12—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 against soil pressure or hydraulic pressure against upward hydraulic pressure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/16—Restraining of underground water by damming or interrupting the passage of underground water by placing or applying sealing substances
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a self-ballasting type anti-floating construction method which comprising the following steps: preparing a site; positioning paying-off and hole site; fixing a rig to make the rig in place; drilling and inserting a pipe, wherein the fixed rig is used to drill to a depth position of a water-resisting treatment soil layer; slurrying; carrying out jet grouting; flushing apparatuses; moving apparatuses. The method has the advantages that a water-resisting body is arranged, and the self-ballasting of the water-resisting soil layer is utilized to realize anti-floating; the pressure of the groundwater on a foundation slab is eliminated, the bending moment of the foundation slab is reduced, the using amount of steel bars in the foundation slab is reduced, and the cost of engineering construction is reduced; the anti-floating purpose is achieved through the self-ballasting of the soil body under the foundation slab, so that the cost of engineering construction is reduced; the rotary jet grouted water-resisting body has the functions of a waterproof curtain and a support during foundation excavation, so that the engineering construction period is greatly shortened; the foundation slab is used as a base plate of a basement, so that the basement has a certain water-proof and damp-proof effects, and dual effects are achieved.
Description
Technical field
The present invention relates to building field, particularly relate to self-pressure type anti-floating construction method.
Background technology
Along with the expansion of scale of urbanization and the increase of the size of population, in order to expand usage space, highrise building and the underground space in city are rapidly developed, meanwhile, and the buoyancy force of underground water problem also corresponding generation of building foundation.Solution conventional in current Practical Project arranges anti-floating pile and anti-float anchor rod, but can apply an active force to sole plate, causes base arrangement cross section to strengthen or quantity of reinforcement increase.
Summary of the invention
The object of the invention is to solve the shortcoming existed in prior art, and the self-pressure type anti-floating construction method proposed.
To achieve these goals, present invention employs following technical scheme:
Self-pressure type anti-floating construction method, comprises the following steps:
A, Farm Planning, fill out construction plant padded smooth, dug plasma discharge ditch, arrange overfall pond, and slurries recycle, preventing pollution environment.
B, line setting and determine position, hole, go up on construction ground and measure excavation of foundation pit sideline according to design drawing, according to the type of the soil body of sole plate bottom and the diameter of construction churning parameter determination churning concrement;
C, fix rig, make it prepare in place.
D, boring and intubate, the drill hole of drilling machine that use fixes is to the depth location of water proof process soil layer.
E, slurrying, while boring, i.e. configurable slurries, slurries will configure in strict accordance with the match ratio that test is selected, and slurries will through stirring and be allowed for access after twice filtration high-pressure pump.
F, jet groutinl, by under Grouting Pipe after desired depth, inspection injection direction, pendulum angle, carry out underground wet shot, can carry out slip casting after all are normal.
G, flushing utensil, after spraying operation completes, should rinse the plants such as Grouting Pipe well.
H, mobile utensil, move to plants such as rigs on new bore position, the work such as same boring, intubate, jet groutinl, flushing, until porose slurry of all having lived, makes water proof process soil layer become the entirety comparatively closed, cut off waterpower transmission.
Preferably, described jet groutinl comprises the surrounding slip casting of water proof body and every water bottom slip casting,
Preferably, the slip casting of described water proof body surrounding is for all spraying some slurries in bottom, it is 20-25cm/min that jet penetrates the rate of climb, and the suitable 20-25r/min of rotary speed, rises to ground place, become churning bottling wall.
Preferably, described every the slip casting of water bottom slip casting employing rotary-jet, injection climb is 30cm, and the rate of climb is 25-30cm/min, and rotary speed should make slip casting thickness in bottom reach the unsplit bed(-)plate of more than 25cm by 20-25r/min.
The invention has the advantages that:
1, this method is by arranging water proof body, the waterpower transmission in the ballast soil body is cut off with outside, utilizes the great characteristic heavy in water of soil, utilizes the deadweight of clay pan to carry out anti-floating completely;
2, the soil body under sole plate is cut off waterpower transmission by this method, thus eliminates the pressure of underground water to sole plate, reduces the moment of flexure in base plate, so just can reduce the use amount of the reinforcing bar in sole plate, greatly reduce the cost of engineering;
3, this method reaches the object of anti-floating with the deadweight of the soil body under sole plate, do not need to arrange the measure such as anti-floating pile and anti-float anchor rod or some materials, thus reduce the cost of engineering;
4, the rotary jet grouting water proof body that arranges of this method, the effect of water-stop curtain and supporting when can play foundation excavation, thus shorten the construction period of engineering greatly;
5, this method is while anti-floating, sole plate can be made to have certain waterproof and dampproof effect as the basement of basement bottom board, make it have double effects.
Accompanying drawing explanation
Fig. 1 is self-pressure type anti-floating schematic diagram.
Number in the figure is respectively: 1, basis; 2, ground; 3, water proof body; 4, the soil body; 5, sub-surface; 6, water proof body depth line.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
As shown in Figure 1, self-pressure type anti-floating construction method provided by the invention, comprises the following steps:
A, Farm Planning, remove the various obstruction in 1 time, ground, comprise household garbage, underground utilities, cable, trees, filled out construction plant padded smooth.Dug plasma discharge ditch, arranged overfall pond, slurries recycle, preventing pollution environment.
B, line setting and determine position, hole, go up on construction ground and measure excavation of foundation pit sideline according to design drawing, according to the type of the soil body 4 of basic 1 base plate bottom and the diameter of construction churning parameter determination churning concrement.Basic 1 excavating sideline starts cloth hole, and the position of cloth apertured is without the need to too accurate.
Described jet groutinl comprises slip casting bottom water proof body 3 surrounding slip casting and water proof body 3, described water proof body 3 surrounding: the concrement overlap distance of hole arranged churning, between 20cm-30cm, makes it have sealing, goes along with sb. to guard him effect.The concrement overlap distance of churning hole arranged bottom described water proof body 3, between 10cm-20cm, makes it have certain dash effect.
C, fix rig, it is made to prepare in place, first carry out the grouting of water proof body 3 surrounding, rig is first placed on the position, design hole on basic 1 excavating sideline, make the center of drill bit mating holes position, then level correction is carried out to rig, make position, drill rod axis basic perpendicular alignmnet hole, vertical lateral deviation must not be greater than 50mm, and fixes rig.
D, boring and intubate, drill hole of drilling machine is to water proof body depth line 6, and rig is the method by jetting in drilling rod, jetting limit, limit intubate, intubate and boring two procedures are united two into one, during boring after a drilling rod is finished, stops jetting, after pressure drop, rapid extension drill rod, then continue jetting, creep into, until be drilled into design attitude, hole complete, intubate operation completes simultaneously.Before lower pipe, must ground wet shot be carried out, inspection injection apparatus and mud generating means whether normal.
E, slurrying, while boring, i.e. configurable slurries, slurries will configure in strict accordance with the match ratio that test is selected, and slurries will through stirring and be allowed for access after twice filtration high-pressure pump.
F, jet groutinl, by under Grouting Pipe after desired depth, inspection injection direction, pendulum angle, carry out underground wet shot, can carry out slip casting after all are normal.
Described jet groutinl comprises slip casting bottom water proof body 3 surrounding slip casting and water proof body 3, the slip casting of described water proof body 3 surrounding is for all spraying some slurries in bottom, it is 20-25cm/min that jet penetrates the rate of climb, the suitable 20-25r/min of rotary speed, rise to ground place, become churning bottling wall.Bottom described water proof body 3, slip casting adopts rotary-jet slip casting, and injection climb is 30cm, and the rate of climb is 25-30cm/min, and rotary speed should make slip casting thickness in bottom reach the unsplit bed(-)plate of more than 25cm by 20-25r/min.
G, flushing utensil, after spraying operation completes, should rinse the plants such as Grouting Pipe well, must not remaining cement paste in machine in pipe.Usually slurries are changed into water, spray on the ground, the slurries in slush pump, Grouting Pipe and flexible pipe are all discharged totally.
H, mobile utensil, move to plants such as rigs on new bore position, the work such as same boring, intubate, jet groutinl, flushing, until porose slurry of all having lived, makes water proof process soil layer become the entirety comparatively closed, cut off waterpower transmission.
Claims (4)
1. self-pressure type anti-floating construction method, is characterized in that, comprises the following steps:
A, Farm Planning, fill out construction plant padded smooth, dug plasma discharge ditch, arrange overfall pond, and slurries recycle, preventing pollution environment;
B, line setting and determine position, hole, go up on construction ground and measure excavation of foundation pit sideline according to design drawing, according to the type of the soil body of sole plate bottom and the diameter of construction churning parameter determination churning concrement;
C, fix rig, make it prepare in place;
D, boring and intubate, the drill hole of drilling machine that use fixes is to the depth location of water proof process soil layer;
E, slurrying, while boring, i.e. configurable slurries, slurries will configure in strict accordance with the match ratio that test is selected, and slurries will through stirring and be allowed for access after twice filtration high-pressure pump;
F, jet groutinl, by under Grouting Pipe after desired depth, inspection injection direction, pendulum angle, carry out underground wet shot, can carry out slip casting after all are normal;
G, flushing utensil, after spraying operation completes, should rinse the plants such as Grouting Pipe well;
H, mobile utensil, move to plants such as rigs on new bore position, the work such as same boring, intubate, jet groutinl, flushing, until porose slurry of all having lived, makes water proof process soil layer become the entirety comparatively closed, cut off waterpower transmission.
2. self-pressure type anti-floating construction method according to claim 1, is characterized in that: described jet groutinl comprises the surrounding slip casting of water proof body and every water bottom slip casting.
3. self-pressure type anti-floating construction method according to claim 2, it is characterized in that: the slip casting of described water proof body surrounding is for all spraying some slurries in bottom, it is 20-25cm/min that jet penetrates the rate of climb, the suitable 20-25r/min of rotary speed, rise to ground place, become churning bottling wall.
4. self-pressure type anti-floating construction method according to claim 2, it is characterized in that: described every the slip casting of water bottom slip casting employing rotary-jet, injection climb is 30cm, the rate of climb is 25-30cm/min, and rotary speed should make slip casting thickness in bottom reach the unsplit bed(-)plate of more than 25cm by 20-25r/min.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510194644.3A CN104863188A (en) | 2015-04-23 | 2015-04-23 | Self-ballasting type anti-floating construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510194644.3A CN104863188A (en) | 2015-04-23 | 2015-04-23 | Self-ballasting type anti-floating construction method |
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| CN104863188A true CN104863188A (en) | 2015-08-26 |
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| CN201510194644.3A Pending CN104863188A (en) | 2015-04-23 | 2015-04-23 | Self-ballasting type anti-floating construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107794952A (en) * | 2017-11-08 | 2018-03-13 | 中国恩菲工程技术有限公司 | Garbage pool and its method of construction |
| CN112252348A (en) * | 2020-09-14 | 2021-01-22 | 北京交通大学 | Design and construction method of U-shaped grouting body waterproof layer structure based on foundation pit |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101063310A (en) * | 2007-05-25 | 2007-10-31 | 南京工业大学 | Self-pressure type anti-floating method and device thereof |
| CN103046581A (en) * | 2011-10-17 | 2013-04-17 | 五冶集团上海有限公司 | Anti-floating method for anchor rods of rotational flow tank |
| CN103215953A (en) * | 2013-04-24 | 2013-07-24 | 启东建筑集团有限公司 | Construction method of anti-floating anchor in super-large super-deep basement engineering |
| CN103422501A (en) * | 2013-03-13 | 2013-12-04 | 中国建筑第四工程局有限公司 | Anti-floating anchor structure in sand layer geology and construction method thereof |
| US20140314503A1 (en) * | 2013-04-11 | 2014-10-23 | Henan Polytech Infrastructure Rehabilitation LTD. | Grouting method for anchoring with polymer |
-
2015
- 2015-04-23 CN CN201510194644.3A patent/CN104863188A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101063310A (en) * | 2007-05-25 | 2007-10-31 | 南京工业大学 | Self-pressure type anti-floating method and device thereof |
| CN103046581A (en) * | 2011-10-17 | 2013-04-17 | 五冶集团上海有限公司 | Anti-floating method for anchor rods of rotational flow tank |
| CN103422501A (en) * | 2013-03-13 | 2013-12-04 | 中国建筑第四工程局有限公司 | Anti-floating anchor structure in sand layer geology and construction method thereof |
| US20140314503A1 (en) * | 2013-04-11 | 2014-10-23 | Henan Polytech Infrastructure Rehabilitation LTD. | Grouting method for anchoring with polymer |
| CN103215953A (en) * | 2013-04-24 | 2013-07-24 | 启东建筑集团有限公司 | Construction method of anti-floating anchor in super-large super-deep basement engineering |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107794952A (en) * | 2017-11-08 | 2018-03-13 | 中国恩菲工程技术有限公司 | Garbage pool and its method of construction |
| CN112252348A (en) * | 2020-09-14 | 2021-01-22 | 北京交通大学 | Design and construction method of U-shaped grouting body waterproof layer structure based on foundation pit |
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Application publication date: 20150826 |