CN112942309A - Grid type grouting reinforcement construction method for independent pile foundation - Google Patents
Grid type grouting reinforcement construction method for independent pile foundation Download PDFInfo
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- CN112942309A CN112942309A CN202110146699.2A CN202110146699A CN112942309A CN 112942309 A CN112942309 A CN 112942309A CN 202110146699 A CN202110146699 A CN 202110146699A CN 112942309 A CN112942309 A CN 112942309A
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- 238000010276 construction Methods 0.000 title claims abstract description 53
- 230000002787 reinforcement Effects 0.000 title claims abstract description 40
- 239000002689 soil Substances 0.000 claims abstract description 23
- 238000000034 method Methods 0.000 claims abstract description 22
- 239000011440 grout Substances 0.000 claims description 26
- 238000005553 drilling Methods 0.000 claims description 19
- 238000007789 sealing Methods 0.000 claims description 11
- 238000011835 investigation Methods 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 239000002390 adhesive tape Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000000843 powder Substances 0.000 claims description 3
- 238000002627 tracheal intubation Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 abstract description 9
- 238000009435 building construction Methods 0.000 abstract description 4
- 230000000694 effects Effects 0.000 abstract description 4
- 238000007569 slipcasting Methods 0.000 abstract description 4
- 230000002411 adverse Effects 0.000 abstract description 3
- 230000003068 static effect Effects 0.000 abstract description 3
- 238000002347 injection Methods 0.000 description 5
- 239000007924 injection Substances 0.000 description 5
- 238000005056 compaction Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 230000009471 action Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a grid type grouting reinforcement construction method for an independent pile foundation, belongs to the field of building construction, and provides a construction method suitable for foundation reinforcement of a long-span independent pile foundation. Through adopting grid formula slip casting reinforcement method to be under construction to adopt when carrying out the slip casting reinforcement to the pile foundation in every grid cell to form slowly from the extroversion inwards to the foundation and surround, until consolidating to the mode under independent foundation, form crowded density to the near-to-the-body soil body of pile foundation gradually, furthest reduces the disturbance to the foundation soil of pile, reduces the adverse effect that additional subsides and bring, constantly improves stake side frictional resistance and pile end bearing capacity. The method belongs to a construction method which does not affect production, does not excavate the ground, has small size of construction equipment, does not occupy space and has small dynamic and static construction operation.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a grid type grouting reinforcement construction method adopted after uneven settlement of an independent pile foundation.
Background
The foundation is the cradle of the building, and all the load of the building is transferred to the foundation by the foundation. Existing buildings are used for various reasons, such as: improper design, construction are not tight, the pipeline breaks, the ground is soaked, adjacent building construction causes disturbance etc. all probably exert an influence to the stability of current building foundation, lead to the ground to produce inhomogeneous settlement.
The independent column base is applied to large-span industrial factory building construction, is arranged in a net shape, adopts a pile foundation below the column base, and has relatively few pile foundation reinforcing methods. The large-span structure belongs to large-scale factory buildings and workshops mostly, large-scale equipment, precise instruments and other production systems are arranged indoors, when a main structure goes wrong, the whole production system can be influenced, but production stop is not required or intermittent production stop is less required, and the requirement on reinforcement construction is stricter. Particularly, for pile foundation reinforcement, the method is less in application, and under the condition that production is not affected or production environment is not allowed, reinforcement equipment needs to be miniaturized, space is not occupied, foundation excavation is not needed in construction operation, the ground is not damaged, and working dynamic and static states are small and vibration is not caused.
In view of the above situation, the invention provides a construction method suitable for foundation stabilization of a large-span independent pile foundation.
Disclosure of Invention
The invention provides a grid type grouting reinforcement construction method of an independent pile foundation, which is suitable for foundation reinforcement of a long-span independent pile foundation.
In order to solve the technical problems, the invention adopts the technical scheme that:
a grid grouting reinforcement construction method for an independent pile foundation comprises the following steps:
s1, carrying out various surveys on the foundation condition of the building to be reinforced: firstly, inquiring the existing construction data, and determining the structure type, the foundation type, the original geological exploration condition, the original foundation treatment condition and the building settlement and inclination condition of a building to be reinforced; secondly, performing supplementary investigation or drilling investigation on the foundation of the building to be reinforced again, finding out the disturbance reason of the building foundation, and determining the depth of a foundation soil bearing layer, the soft condition of the foundation and the water content condition in the foundation soil;
s2, determining a foundation reinforcement scheme: according to the investigation condition of S1, making a foundation grouting reinforcement construction scheme, wherein the foundation grouting reinforcement construction scheme comprises grouting hole plane arrangement, grouting hole depth and grouting amount of each hole;
s3, adopting a grid type grouting reinforcement method for construction:
the construction process comprises the following steps: drilling → intubation → sealing → grouting; when one layer is grouted, the column foundation is slowly surrounded from outside to inside until the layer is reinforced to be right below the independent column foundation, and the pile side frictional resistance and the pile end bearing capacity of the original pile foundation are continuously improved;
drilling: the drilling is mechanical drilling, the positions of grouting holes are determined one by one according to the requirements of a design construction drawing, and drilling is carried out, wherein the diameter of the formed hole is 50-70 mm;
inserting a tube: after the hole is formed, inserting a grouting pipe, wherein the grouting pipe is inserted twice, firstly inserting a DN32 pipe, uniformly distributing a plurality of grout outlet holes on the pipe wall, wherein the hole diameter is 6mm, the distance is 200 and 300mm, and the grout outlet holes are pasted by an adhesive tape to prevent the grout outlet holes from being blocked by soil; then, a small tube DN20 is inserted into the DN32 tube, and the tube wall is also distributed with a plurality of grout outlet holes, the aperture is 6mm, and the distance is 200 and 300 mm;
sealing holes: in order to ensure that the grout only invades into the foundation from the grouting pipe during grouting and does not overflow from a gap between the grouting pipe and a grouting hole, the gap between the DN32 pipe and the grouting hole is tightly filled, the filling material is determined according to the situation, the cement dry powder or the cement grout can be selected, and the hole sealing position is 2-3m away from the ground;
grouting: after the above processes are completed, grouting is performed from the outer side to the inner side in sequence according to the arrangement of the grid-type grouting holes, namely: firstly, constructing grid dividing holes: the grid dividing holes longitudinally and transversely divide the reinforced area into a plurality of grid units; secondly, sealing holes in the construction grids: in each grid unit, the periphery is sealed firstly; thirdly, constructing grid inner reinforcing holes: the grid inner reinforcing holes are used for carrying out centralized reinforcement on the pile foundation to be reinforced; and finally, constructing a supplementary filling hole: and after all the reinforcement is finished, filling the holes in the parts with larger gaps through the supplementary filling holes.
Optionally, when the grouting holes are arranged in a plane, the S2 is to firstly define each independent pile foundation in the range of 2.5-3m by 2.5-3m, and then divide the pile foundations into a plurality of transverse cloth hole patterns according to the residual size of the pile spacing to form a plurality of grid cells.
Optionally, a construction method of pouring one hole per pile is adopted during pile foundation grouting, and after all pile foundations are poured once, a second hole is poured in turn, and the like.
Optionally, during grouting, batch injection is performed by adopting a tube drawing grouting method, and if the grout injected into each hole is defined as 100%, the batch injection mode is that when 25% of grout is injected for the first time, a tube is drawn 1/4, 25% of grout is continuously injected, a tube is drawn 1/4, and the like until grouting is completed.
The invention has the beneficial effects that:
through adopting grid formula slip casting reinforcement method to be under construction to adopt when carrying out the slip casting reinforcement to the pile foundation in every grid cell to form slowly from the extroversion inwards to the foundation and surround, until consolidating to the mode under independent foundation, form crowded density to the near-to-the-body soil body of pile foundation gradually, furthest reduces the disturbance to the foundation soil of pile, reduces the adverse effect that additional subsides and bring, constantly improves stake side frictional resistance and pile end bearing capacity. The method belongs to a construction method which does not affect production, does not excavate the ground, has small size of construction equipment, does not occupy space and has small dynamic and static construction operation.
Drawings
Fig. 1 is a schematic view of a grid cell and grid dividing holes in the present invention.
Fig. 2 is a schematic view of closed cells in a grid according to the present invention.
Fig. 3 is a schematic view of reinforcement holes and refill holes in the grid of the present invention.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
As shown in fig. 1, in this embodiment, a grid grouting reinforcement construction method for an independent pile foundation includes the following steps:
s1, carrying out various surveys on the foundation condition of the building to be reinforced: firstly, inquiring the existing construction data, and determining the structure type, the foundation type, the original geological exploration condition, the original foundation treatment condition and the building settlement and inclination condition of a building to be reinforced; and secondly, carrying out supplementary investigation or drilling investigation on the foundation of the building to be reinforced again, finding out the disturbance reason of the building foundation, and determining the depth of the bearing stratum of the foundation soil, the soft condition of the foundation and the water content condition in the foundation soil.
S2, determining a foundation reinforcement scheme: and formulating a foundation grouting reinforcement construction scheme according to the investigation condition of S1, wherein the foundation grouting reinforcement construction scheme comprises grouting hole plane arrangement, grouting hole depth and grouting amount of each hole.
S3, adopting a grid type grouting reinforcement method for construction:
the construction process comprises the following steps: drilling → intubation → sealing → grouting; when one layer is grouted, the column foundation is slowly surrounded from outside to inside until the layer is reinforced to be right below the independent column foundation, and the pile side frictional resistance and the pile end bearing capacity of the original pile foundation are continuously improved;
drilling: and the drilling is mechanical drilling, the positions of grouting holes are determined one by one according to the requirements of a design construction drawing, and the drilling is carried out, wherein the diameter of the formed hole is 50-70 mm.
Inserting a tube: after the hole is formed, inserting a grouting pipe, wherein the grouting pipe is inserted twice, firstly inserting a DN32 pipe, uniformly distributing a plurality of grout outlet holes on the pipe wall, wherein the hole diameter is 6mm, the distance is 200 and 300mm, and the grout outlet holes are pasted by an adhesive tape to prevent the grout outlet holes from being blocked by soil; then, a small tube DN20 is inserted into the DN32 tube, and the tube wall is also distributed with a plurality of slurry outlet holes, the aperture is 6mm, and the distance is 200-300 mm.
Sealing holes: in order to ensure that the grout only invades into the foundation from the grouting pipe during grouting and does not overflow from a gap between the grouting pipe and the grouting hole, the gap between the DN32 pipe and the grouting hole is tightly filled, the filling material is determined according to the situation, the cement dry powder or the cement grout can be selected, and the hole sealing position is 2-3m away from the ground.
Grouting: after the above processes are completed, grouting is performed from the outer side to the inner side in sequence according to the arrangement of the grid-type grouting holes, namely: firstly, constructing grid dividing holes: (hole represented by "●" in FIG. 1): the grid dividing holes longitudinally and transversely divide the reinforced area into a plurality of grid units; secondly, the holes are sealed in the construction grid (the holes are marked by the solid tangle-solidup in figure 2): in each grid unit, the periphery is firstly sealed; third, reinforcement holes (holes denoted by "●" in fig. 3) in the construction grid: the grid inner reinforcing holes are used for carrying out centralized reinforcement on the pile foundation to be reinforced; finally, a supplementary filling hole (hole indicated by "∘" in fig. 3) was constructed: and after all the reinforcement is finished, filling the holes in the parts with larger gaps through the supplementary filling holes.
Grouting is carried out through the sequence, the traditional thought of 'where to sink and reinforce' is changed, and a method of avoiding heavy and reducing light is adopted to reinforce the soft foundation soil in areas such as channels, open grounds, small loads and the like at the periphery of the pile body, so that the compaction is formed on the soil body close to the pile foundation, the disturbance to the pile foundation soil is reduced to the maximum extent, and the adverse effect caused by additional settlement is reduced.
After the grid type grouting holes are grouted, the weak soil around the pile body or the soil body wetted by water is subjected to the compaction action of the grout to generate large physical changes, and the pile body is sealed. At the moment, the pile foundation is subjected to high-pressure grouting, and the method has the following advantages due to the totally closed reason: (1) slurry loss can be effectively avoided; (2) the more the soil body is squeezed, the more the soil body is compacted under the action of high pressure; (3) the bearing capacity of the pile end and the friction resistance of the pile side are rapidly improved and tend to be stable.
Optionally, the S2 forms the grid cells by first enclosing each independent pile foundation (the structure represented by the hexagon in fig. 1) in the range of 2.5-3m by 2.5-3m and then dividing the pile foundation into several cross-directional hole patterns according to the residual space between the piles when the grouting holes are arranged in a plane.
Optionally, a construction method of pouring one hole per pile is adopted during pile foundation grouting, and after all pile foundations are poured once, a second hole is poured in turn, and the like. The purpose is to make the injected slurry play a role of early coagulation by delaying time, thereby not only preventing additional sedimentation caused by continuous injection and ensuring safety, but also not hindering production efficiency and ensuring construction period.
Optionally, during grouting, batch injection is performed by adopting a tube drawing grouting method, and if the grout injected into each hole is defined as 100%, the batch injection mode is that when 25% of grout is injected for the first time, a tube is drawn 1/4, 25% of grout is continuously injected, a tube is drawn 1/4, and the like until grouting is completed.
According to the embodiment of the invention, the ground of a large-scale factory building is reinforced and surrounds each independent pile foundation to form compaction of soil bodies around the pile foundation. And then the pile foundation is directly grouted and reinforced, thereby avoiding slurry loss and controlling additional settlement. The construction method does not directly reinforce the places with problems, but avoids the weight and lightens the weight, and the principle of reinforcing the ground (non-important areas) and then reinforcing the foundation (important positions) is adopted to reinforce. Through grid type grouting, the properties of soil bodies around the pile foundation are improved, and meanwhile the effect of later grouting centralized reinforcement of the pile foundation is multiplied.
The method provided by the embodiment of the invention adopts a grid type grouting method, firstly, a reinforcing area is divided into a plurality of small areas of grid units by longitudinal and transverse grouting construction, and then, layer-by-layer grouting construction is adopted for each grid unit from outside to inside until the foundation of each pile foundation is reinforced. The drilling depth of each grouting hole is drilled below the pile end, the grouting amount is injected to saturation, the soft layer of the foundation is completely eliminated, and the grouting hole plays a good role in the pile end. And the grid mode is adopted to firstly reinforce the ground foundation of the large-scale factory building and enable the ground foundation to surround each independent column foundation, so that the compaction of soil bodies around the pile foundation is formed, and the side frictional resistance of the pile is greatly improved.
It will be understood that the above embodiments are merely exemplary embodiments taken to illustrate the principles of the present invention, which is not limited thereto. It will be apparent to those skilled in the art that various modifications and improvements can be made without departing from the spirit and substance of the invention, and these modifications and improvements are also considered to be within the scope of the invention.
Claims (4)
1. A grid grouting reinforcement construction method for an independent pile foundation is characterized by comprising the following steps:
s1, carrying out various surveys on the foundation condition of the building to be reinforced: firstly, inquiring the existing construction data, and determining the structure type, the foundation type, the original geological exploration condition, the original foundation treatment condition and the building settlement and inclination condition of a building to be reinforced; secondly, performing supplementary investigation or drilling investigation on the foundation of the building to be reinforced again, finding out the disturbance reason of the building foundation, and determining the depth of a foundation soil bearing layer, the soft condition of the foundation and the water content condition in the foundation soil;
s2, determining a foundation reinforcement scheme: according to the investigation condition of S1, making a foundation grouting reinforcement construction scheme, wherein the foundation grouting reinforcement construction scheme comprises grouting hole plane arrangement, grouting hole depth and grouting amount of each hole;
s3, adopting a grid type grouting reinforcement method for construction:
the construction process comprises the following steps: drilling → intubation → sealing → grouting; when one layer is grouted, the column foundation is slowly surrounded from outside to inside until the layer is reinforced to be right below the independent column foundation, and the pile side frictional resistance and the pile end bearing capacity of the original pile foundation are continuously improved;
drilling: the drilling is mechanical drilling, the positions of grouting holes are determined one by one according to the requirements of a design construction drawing, and drilling is carried out, wherein the diameter of the formed hole is 50-70 mm;
inserting a tube: after the hole is formed, inserting a grouting pipe, wherein the grouting pipe is inserted twice, firstly inserting a DN32 pipe, uniformly distributing a plurality of grout outlet holes on the pipe wall, wherein the hole diameter is 6mm, the distance is 200 and 300mm, and the grout outlet holes are pasted by an adhesive tape to prevent the grout outlet holes from being blocked by soil; then, a small tube DN20 is inserted into the DN32 tube, and the tube wall is also distributed with a plurality of grout outlet holes, the aperture is 6mm, and the distance is 200 and 300 mm;
sealing holes: in order to ensure that the grout only invades into the foundation from the grouting pipe during grouting and does not overflow from a gap between the grouting pipe and a grouting hole, the gap between the DN32 pipe and the grouting hole is tightly filled, the filling material is determined according to the situation, the cement dry powder or the cement grout can be selected, and the hole sealing position is 2-3m away from the ground;
grouting: after the above processes are completed, grouting is performed from the outer side to the inner side in sequence according to the arrangement of the grid-type grouting holes, namely: firstly, constructing grid dividing holes: the grid dividing holes longitudinally and transversely divide the reinforced area into a plurality of grid units; secondly, sealing holes in the construction grids: in each grid unit, the periphery is sealed firstly; thirdly, constructing grid inner reinforcing holes: the grid inner reinforcing holes are used for carrying out centralized reinforcement on the pile foundation to be reinforced; and finally, constructing a supplementary filling hole: and after all the reinforcement is finished, filling the holes in the parts with larger gaps through the supplementary filling holes.
2. The grid grouting reinforcement construction method for the independent pile foundations according to claim 1, wherein in the grouting hole plane arrangement, each independent pile foundation is firstly encircled within the range of 2.5-3m by 2.5-3m, and then is divided into a plurality of longitudinal hole patterns according to the residual sizes of the pile spaces to form a plurality of grid cells in the S2 mode.
3. The grid-type grouting reinforcement construction method for the independent pile foundation according to claim 1 or 2, characterized in that a construction method of injecting one hole per pile is adopted during pile foundation grouting, and after all pile foundations are injected once, the second hole is injected in turn, and the like.
4. A grid-type grouting construction method for an independent pile foundation according to any one of claims 1 to 3, characterized in that during grouting, the grouting is performed in batches by a pipe-pulling grouting method, and if the grout injected into each hole is defined as 100%, the batch grouting is performed in a manner that when 25% of grout is injected for the first time, the pipe is pulled out 1/4, the grouting is continued for 25%, the pipe is pulled out 1/4, and so on until the grouting is completed.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115059056A (en) * | 2022-07-05 | 2022-09-16 | 中铁三局集团广东建设工程有限公司 | Method for reinforcing bridge pile foundation in karst area |
| CN115680490A (en) * | 2023-01-05 | 2023-02-03 | 山西冶金岩土工程勘察有限公司 | Cast-in-place pile grooving device |
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| CN115680490A (en) * | 2023-01-05 | 2023-02-03 | 山西冶金岩土工程勘察有限公司 | Cast-in-place pile grooving device |
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Application publication date: 20210611 |
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