CN111364532A - Existing pile foundation reinforcing method based on slurry control - Google Patents
Existing pile foundation reinforcing method based on slurry control Download PDFInfo
- Publication number
- CN111364532A CN111364532A CN202010212426.9A CN202010212426A CN111364532A CN 111364532 A CN111364532 A CN 111364532A CN 202010212426 A CN202010212426 A CN 202010212426A CN 111364532 A CN111364532 A CN 111364532A
- Authority
- CN
- China
- Prior art keywords
- pile foundation
- grouting
- grout
- area
- water injection
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 43
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 36
- 239000002002 slurry Substances 0.000 title claims abstract description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 66
- 238000002347 injection Methods 0.000 claims abstract description 43
- 239000007924 injection Substances 0.000 claims abstract description 43
- 230000002787 reinforcement Effects 0.000 claims abstract description 41
- 239000002689 soil Substances 0.000 claims abstract description 38
- 239000011440 grout Substances 0.000 claims abstract description 34
- 230000008569 process Effects 0.000 claims description 16
- 238000005553 drilling Methods 0.000 claims description 10
- 238000007596 consolidation process Methods 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 2
- 238000007569 slipcasting Methods 0.000 abstract description 5
- 238000010276 construction Methods 0.000 abstract description 3
- 239000007921 spray Substances 0.000 description 6
- 239000007788 liquid Substances 0.000 description 5
- 230000007547 defect Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000005406 washing Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000001502 supplementing effect Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
-
- 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present disclosure provides an existing pile foundation reinforcing method based on slurry control, which relates to the field of pile foundation construction.A certain number of drill holes are arranged around the existing pile foundation, and double pipes are put down, wherein the double pipes are internally provided with water pipes and slurry pipes; a water injection nozzle and a grouting head are arranged at the bottom of the double-pipe and are respectively communicated with corresponding supply ends through pipelines; the water injection nozzle outputs high-pressure water flow to the existing pile foundation to disturb the soil body to form a softened reinforced area; and then the slip casting head carries out low-pressure slip casting to the softened area, the flow range of the grout is easy to control, the reinforced area is filled and compacted, the area is reinforced to the ground section by section, the method is repeated, the hole is drilled and reinforced one by one, and the annular closed reinforcing ring is formed on the pile body, so that the problem of uncontrollable grout in the traditional slip casting method is solved, the effective rate of grout is improved, the bearing capacity of the existing pile foundation is improved, the settlement of the pile top is reduced, and the effective reinforcement of the existing pile foundation is realized relatively simply and conveniently.
Description
Technical Field
The disclosure relates to the field of pile foundation construction, in particular to an existing pile foundation reinforcing method based on slurry control.
Background
The statements in this section merely provide background information related to the present disclosure and may not necessarily constitute prior art.
The pile foundation is an important foundation type of various buildings and bridges, and the pile foundation is deeply buried underground and is easy to generate various diseases, such as defects in construction quality, corrosion of reinforcing steel bars, washing and stripping of concrete, washing of soil around the pile, large horizontal displacement of the pile foundation and the like; a large number of in-service pile foundation projects have the conditions of structural damage, bearing performance damage and the like, and need to be reinforced and maintained. The grouting reinforcement of the existing pile foundation in the reconstruction and extension project can improve the bearing capacity, reduce the settlement, be repeatedly reused, save energy, reduce emission and reduce the investment.
The inventor finds that the existing common pile foundation reinforcing method mainly comprises a pile supplementing method, an anchor rod static pressure pile, a tree root pile method, a grouting reinforcing method and the like, but the reinforcing method mostly surrounds the post-grouting reinforcement of a newly-built pile foundation to improve the bearing capacity of the pile foundation, the research on the aspect of grouting reinforcement of the existing pile foundation is still lacked, and slurry flowing is related to rock-soil permeability, strength, grouting pressure and the like, so that the grouting is difficult to control, the effective rate of the slurry is low, the slurry is wasted, and the grouting quality cannot be ensured; in the grouting reinforcement process of the existing pile foundation, grout is gradually filled along a soil body gap, the grouting body can improve pile side resistance, but the reinforcement performance is limited, the contact area of the grout and a pile body is limited, and the bearing characteristic of the pile foundation is difficult to effectively improve.
Disclosure of Invention
The utility model aims at the defects that prior art exists, provide an existing pile foundation reinforcement method based on thick liquid control, the soil body through high-pressure rivers disturbance pile week and pile bottom certain range forms the reinforcement region earlier, then the low pressure is poured into the thick liquid and is filled and solidify the reinforcement region, avoids thick liquid outflow reinforcement region, and the thick liquid direct contact pile foundation's lateral wall to form the closed reinforcement body to the pile foundation in the hoop, thereby more simple and convenient realization is to the effective reinforcement of pile foundation.
In order to realize the purpose, the following technical scheme is adopted:
an existing pile foundation reinforcing method based on slurry control comprises the following steps:
drilling holes around the existing pile foundation and putting down the double pipes;
a water injection pipe and a grouting pipe are arranged in the double-layer pipe, and the water injection pipe and the grouting pipe are respectively communicated with a water injection nozzle and a grouting head and are respectively communicated with corresponding supply ends through pipelines;
the water injection nozzle outputs high-pressure water flow towards the existing pile foundation to disturb the soil body to form a disturbed area;
grouting at low pressure towards the disturbance area behind the grouting head, controlling the flow of the grout and filling the disturbance area;
and reinforcing the pile foundation after the slurry is solidified.
Further, the drilling is a plurality of, evenly arranges along pile foundation circumference for make the disturbance zone surround the pile foundation and form the reinforcement thickness of setting.
Furthermore, each drilling hole is matched with a double pipe, the double pipes are correspondingly matched with a water injection nozzle and a grouting head respectively, and the double pipes are respectively towards the pile body to disturb soil and static mud jacking.
Furthermore, the water injection nozzle disturbs the soil body to the pile body, the grouting head performs grouting to fill the disturbed area, the grout is tightly combined with the pile body to form a reinforced body, and the double pipes corresponding to all the drill holes form a fan-shaped reinforced area ranging from the drill holes to the pile body.
Furthermore, a plurality of drill holes are sequentially constructed along the circumferential direction of the pile foundation, grouting reinforcement areas between adjacent double pipes are crossed, and a closed reinforcement area is formed to surround the existing pile foundation.
And further, the water injection nozzle swings in the horizontal direction to output high-pressure water flow, and simultaneously, the height of the water injection nozzle is gradually increased along the axial direction of the drill hole until the water injection nozzle reaches the ground, so that a reinforcing area filled with slurry is formed.
Further, in the process that the grouting head outputs the grout, the water injection nozzle stops injecting water, the water injection nozzle is used as a drain pipe to discharge gas and water in the reinforced area, the drain pipe is closed after the grout flows out, and grouting is continued until the disturbed area is completely filled.
Furthermore, the soil disturbance and grouting processes are sequentially carried out along the axial direction of the drill hole in a segmented mode, and grouting is carried out after the soil is disturbed for each segment.
Further, the reinforced area covers disturbed soil around the pile foundation.
Compared with the prior art, the utility model has the advantages and positive effects that:
(1) firstly disturbing a soil body through high-pressure water flow swing jetting to form a reinforced area, then outputting slurry through low pressure to enable the slurry to flow in the swing jetting range, and gradually filling the reinforced area, thereby forming reinforcement on the existing pile foundation, and on the other hand, solving the problem that the high-pressure slurry grouting flow and the uncontrollable reinforced area are directly carried out on the surrounding soil body by the traditional reinforcement method, and the reinforced area formed by disturbance forms guide to the slurry flow, thereby improving the controllability of the whole grouting process and improving the grouting efficiency;
(2) the plurality of drill holes are distributed around the pile foundation and are constructed in sequence along the periphery of the pile foundation, the disturbance range is expanded to surround the whole pile foundation, the reinforcement of the pile foundation is formed from the annular direction, the reinforcement areas among the drill holes are crossed to form an integral reinforcement structure, and the stability of the pile foundation and the strength of the reinforcement part are further improved;
(3) the water flow is disturbed to the pile body, after grouting, the grout contacts the pile foundation and is wrapped from the pile foundation in the circumferential direction, so that the contact area of the reinforcing grout and the pile foundation is increased, the connection strength of the reinforcing part and the existing pile foundation is improved, the reinforcing part and the pile foundation are tightly combined into a whole, the diameter of the pile foundation is increased, and the friction force between the pile foundation and the surrounding soil body is improved;
(4) the method has the advantages that the soil body is disturbed and grouting is carried out at low pressure in a mode of 'disturbing before grouting', and grout is fully distributed in a disturbed area by low-pressure grouting, so that the uncertainty of grout diffusion in the traditional grouting method is avoided, unnecessary grout output is reduced, the effective control of grout distribution is realized, and the reinforcement of a full section is realized by matching with a cross area formed by adjacent grouting pipes.
Drawings
The accompanying drawings, which are included to provide a further understanding of the disclosure, illustrate embodiments of the disclosure and together with the description serve to explain the disclosure and are not to limit the disclosure.
FIG. 1 is a schematic view of a dual pipe and a showerhead in example 1 of the present disclosure;
fig. 2 is a schematic diagram of the relative positions of a double pipe and an existing pile foundation in embodiment 1 of the present disclosure.
In the figure, 1-double tube; 2-water injection spray head; 3-grouting head; 4-pile foundation; 5, drilling; 6-grouting a reinforced area.
Detailed Description
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this disclosure belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present disclosure. As used herein, the singular forms "a", "an", and/or "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof;
for convenience of description, the words "up", "down", "left" and "right" in this disclosure, if any, merely indicate that the directions of movement are consistent with those of the figures themselves, and are not limiting in structure, but merely facilitate the description of the invention and simplify the description, rather than indicate or imply that the referenced device or element must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the present disclosure.
As introduced in the background art, the research on the grouting reinforcement of the existing pile foundation in the prior art is still lacked, and due to the fact that slurry flowing is related to permeability, strength, grouting pressure and the like of rock and soil, slurry diffusion in a stratum is not easy to control, the effective rate of the slurry is low, the slurry is wasted, and the grouting design index can not be achieved frequently; in the conventional method for grouting and reinforcing the existing pile foundation, grout is filled and extruded along a soil body gap, the extension direction of the grout is related to the direction of the soil body gap, the grout can back pile and move, the strength of the soil body around a mixed soil body lifting pile is limited, the contact area of the grout and a pile body is limited, and the bearing performance of the pile foundation is difficult to effectively improve.
Example 1
In an exemplary embodiment of the present disclosure, as shown in fig. 1-2, an existing pile foundation reinforcement method based on grout control is proposed.
Determining a pile foundation 4 needing to be reinforced, determining the reinforcing range of the pile foundation according to engineering requirements, drilling a plurality of drill holes 5 around the existing pile foundation according to the reinforcing range, and putting the double pipe 1 into the drill holes;
arranging a corresponding water injection nozzle 2 and a corresponding grouting head 3 at the bottom of the double-layer pipe, wherein the water injection nozzle is connected to a high-pressure water flow supply end through a water injection pipeline, and the grouting head is connected to a slurry supply end through a grouting pipeline;
dividing the grouting reinforcement process of each drill hole into a plurality of sections, and performing water injection disturbance and grouting on each section respectively;
the water injection nozzle outputs high-pressure water flow to disturb the soil body towards the existing pile foundation, and is gradually lifted along the axial direction of the pile foundation to form a three-dimensional reinforced area; the water content of the disturbance area is larger;
the grouting head is arranged at the bottom of the disturbance area and outputs low-pressure slurry towards the existing pile foundation, and water in the reinforcement area is extruded and discharged by the slurry until the slurry fills the whole reinforcement area;
after the reinforcing process of the section is finished, the water injection nozzle and the grouting head are lifted upwards to the next section, then the processes of forming a reinforcing area by water injection disturbed soil and gradually filling the reinforcing area by grouting are sequentially carried out until the reinforcing area reaches the ground, and the grouting reinforcing process in the drill hole is finished;
and (3) carrying out the same grouting process on the next drilling hole until all the drilling holes are grouted and reinforced, and reinforcing the pile foundation in the annular direction to form an integral grouting reinforcement area 6.
The reinforced area is formed by injecting water into the disturbed soil, and then the reinforced area is filled by grouting, so that the reinforced range can be effectively controlled, and the effectiveness of the slurry is improved; the problem of the uncontrollable slurry flow direction that traditional high-pressure slip casting arouses is solved, utilize rivers disturbance soil body, the guide slurry flows and fills in consolidating the regional, and the filling scope of control slurry improves the pertinence and the validity that existing pile foundation consolidated.
Furthermore, a plurality of drill holes surround the pile foundation and are uniformly distributed to form the surrounding of the pile foundation; when the number of the drilled holes is specifically selected, the number of the drilled holes is selected according to the size of the diameter of the reinforced pile and the distance between the drilled holes and the side face of the pile body, and the number of the drilled holes is increased along with the increase of the diameter of the pile foundation;
of course, it will be appreciated that for the same pile foundation, the minimum number of openings reduces the cost and time of drilling, but the smaller openings also require more pressure to be provided to the water and grout injection heads, and thus a greater working range, to achieve sufficient consolidation area.
In this embodiment, as shown in fig. 2, three drilled holes are arranged around the pile, and the swing angles of the water injection nozzles are all 120 °, so that the reinforced area forms an area with a hexagonal section;
in other possible embodiments, four drill holes can be arranged, four double pipes are arranged, and the swing angles of the water injection nozzles are all 90 degrees, so that the reinforced area forms an area with a quadrilateral section; the swinging spraying angle of the water injection nozzle can also be 135 degrees, so that the reinforced area forms an area with an octagonal section;
in some other possible implementation manners, the cross-sectional shape of the reinforcing region to be formed may be selected according to requirements, the arrangement of the drill holes may also be selected by other numbers, the swing angle is determined according to the cross-sectional shape of the reinforcing region to be formed, the number of the drill holes is selected and the corresponding swing angle is set according to requirements, the set number is greater than or equal to three, and details are not repeated here.
Further, double socle portion cooperation has water injection shower nozzle and slip casting head, sprays high-pressure rivers and output low pressure thick liquid towards the pile body respectively, and water injection shower nozzle disturbance soil body to pile body surface, and the reinforcement region between the adjacent drilling is alternately formed, and the reinforcement region who constitutes jointly surrounds the hoop of existing pile foundation, forms an integral reinforcement region, has further improved the bearing capacity of pile foundation.
It can be understood that the coverage areas of the water injection nozzles and the grouting heads need to be calculated in advance, so that the disturbance ranges of the water injection nozzles in the multiple configured drill holes can be crossed with each other, the commonly formed reinforcing area can surround the existing pile foundation, and the problem that the reinforcing area is not overlapped or the reinforcing thickness of the local pile side is insufficient, and the whole reinforcing effect is influenced is avoided.
Furthermore, the swinging of the water injection spray head and the grouting head is in the horizontal direction, soil is disturbed in the swinging process, and the height of the spray head needs to be gradually increased along with the continuous swinging of the spray head, so that the range of the disturbed soil is gradually expanded by the spray head, and a three-dimensional reinforced area is gradually formed; after the high-pressure water flow disturbs the soil body, in the grouting process, the water injection pipe in the double-layer pipe is used as a water drainage pipe and an exhaust pipe, gas and water in the disturbed area are discharged out of the ground, the water injection pipe is sealed after cement slurry flows out, and grouting pressure is applied to meet the design requirement;
in the process of disturbing the soil body, because the reinforcement height is relatively large in the vertical direction, if the soil body is completely disturbed, the soil body around the drill hole may be loosened and collapsed, therefore, in the embodiment, the soil body is selected to be disturbed in sections to form a reinforcement area, then the section is grouted, and after the section is grouted, the next section is disturbed and grouted again to be gradually carried out;
in the process of gradual grouting, only one section of space for forming a reinforced area at the same time is provided, so that the influence on the surrounding soil body is reduced, and the operability in the grouting process is improved; segmented grouting can guarantee the reinforcing effect of each segment, the grout of the shorter segment can be fully filled and extruded, the structures such as air bubbles inside are reduced, and the strength after solidification and forming is guaranteed.
The above description is only a preferred embodiment of the present disclosure and is not intended to limit the present disclosure, and various modifications and changes may be made to the present disclosure by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present disclosure should be included in the protection scope of the present disclosure.
Claims (10)
1. The existing pile foundation reinforcing method based on slurry control is characterized by comprising the following steps:
drilling holes around the existing pile foundation and putting down the double pipes;
a water injection pipe and a grouting pipe are arranged in the double-layer pipe, and the water injection pipe and the grouting pipe are respectively communicated with a water injection nozzle and a grouting head and are respectively communicated with corresponding supply ends through pipelines;
the water injection nozzle outputs high-pressure water flow towards the existing pile foundation to disturb the soil body to form a disturbed area;
the grouting head then performs low-pressure grouting towards the disturbance area, controls the flow of grout and fills the disturbance area;
and reinforcing the pile foundation after the slurry is solidified and formed.
2. The existing pile foundation consolidation method based on grout control as claimed in claim 1, wherein the plurality of drill holes are uniformly arranged along the circumference of the pile foundation for allowing the disturbance zone to surround the pile foundation and form a set consolidation thickness.
3. The method for reinforcing an existing pile foundation based on grout control as claimed in claim 2, wherein each bore hole is fitted with a double pipe, the double pipe is correspondingly fitted with a water injection nozzle and a grouting head respectively, and the double pipe disturbs soil towards the pile body and carries out static grouting respectively.
4. The method of claim 3, wherein the water injection nozzles agitate the soil into the pile body, the water injection nozzles inject water into the agitated area, the grout is tightly bonded to the pile body to form the reinforcement, and the dual-wall pipe corresponding to each bore hole forms a fan-shaped reinforcement area extending from the bore hole to the pile body.
5. The grout control based existing pile foundation reinforcing method according to claim 4, wherein a plurality of drill holes are sequentially formed along the circumference of the pile foundation, and the grouting reinforcement areas between the adjacent double pipes are intersected with each other to form a closed reinforcement area to surround the existing pile foundation.
6. The existing pile foundation reinforcement method based on grout control as claimed in claim 1, wherein the water injection nozzle swings in the horizontal direction to output high-pressure water flow and gradually raises the height along the axial direction of the drill hole until reaching the ground to form a reinforcement area filled with grout.
7. The existing pile foundation reinforcement method based on grout control as claimed in claim 6, wherein during the grout output of the grouting head, the water injection nozzle stops injecting water, and discharges gas and water in the reinforcement area as a drain pipe, and after the grout flows out, the water outlet pipe is closed and grouting is continued until the disturbance area is completely filled.
8. The method for reinforcing an existing pile foundation based on grout control as claimed in claim 7, wherein the soil disturbance and grouting processes are sequentially performed along the axial direction of the drill hole in a segmented manner, and for each segment, the soil disturbance is performed first and then the grouting is performed.
9. The existing pile foundation reinforcing method based on slurry control as claimed in claim 1, wherein the gas and water in the disturbance area are discharged out of the ground through the water injection pipe in the double pipe during the grouting process, the water injection pipe is closed after the cement slurry is exposed, and the grouting pressure is applied to meet the design requirement.
10. An existing pile foundation consolidation method based on grout control as claimed in claim 9 wherein the consolidation area covers the disturbed earth around the pile foundation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010212426.9A CN111364532B (en) | 2020-03-24 | 2020-03-24 | Existing pile foundation reinforcement method based on slurry control |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010212426.9A CN111364532B (en) | 2020-03-24 | 2020-03-24 | Existing pile foundation reinforcement method based on slurry control |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111364532A true CN111364532A (en) | 2020-07-03 |
| CN111364532B CN111364532B (en) | 2023-11-17 |
Family
ID=71204721
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010212426.9A Active CN111364532B (en) | 2020-03-24 | 2020-03-24 | Existing pile foundation reinforcement method based on slurry control |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111364532B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111927334A (en) * | 2020-07-28 | 2020-11-13 | 山东省路桥集团有限公司 | Integrated construction device and construction method for reinforcing existing pile foundation based on slurry control |
| CN112681299A (en) * | 2020-12-22 | 2021-04-20 | 山东农业大学 | Existing pile foundation grouting reinforcement hole sealing device and using method |
| CN114439001A (en) * | 2022-01-28 | 2022-05-06 | 山东大学 | In-service pile foundation grouting reinforcement material and pile side directional grouting reinforcement method |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08296240A (en) * | 1995-04-26 | 1996-11-12 | Kajima Corp | Construction method for earthquake-resisting reinforcement of existing foundation |
| CN1487150A (en) * | 2003-04-16 | 2004-04-07 | 广东省建筑科学研究院 | Combined grouting construction process of reinforcing foundation |
| CN1944809A (en) * | 2006-10-26 | 2007-04-11 | 上海隧道工程股份有限公司 | Three pipe double high pressure rotary jet sprouting reinforced construction method and its equipment |
| KR20100025959A (en) * | 2008-08-28 | 2010-03-10 | 문동춘 | Enlarged concrete consolidation grouting apparatus, grouting method using thereof |
| CN102162255A (en) * | 2011-04-07 | 2011-08-24 | 西安建筑科技大学 | Method for reinforcing existing pile foundation in collapsed loess area by slip casting |
| CN102691296A (en) * | 2012-05-22 | 2012-09-26 | 广州市建筑科学研究院有限公司 | Pipe pile foundation for static-pressure grouting on pile side and rotary jet grouting at pile bottom and construction method thereof |
| CN205171496U (en) * | 2015-10-27 | 2016-04-20 | 南阳市水利建筑勘测设计院 | Foundation stabilization high pressure jet slip casting device |
| CN206768813U (en) * | 2017-03-29 | 2017-12-19 | 江苏九如建设有限公司 | Grouting behind shaft or drift lining pile for prestressed pipe |
| CN108678041A (en) * | 2018-05-23 | 2018-10-19 | 山东大学 | A kind of existing Bearing Capacity of Pile Foundation slip casting method for improving |
| CN109322337A (en) * | 2018-11-13 | 2019-02-12 | 上海市基础工程集团有限公司 | Cast-in-situ bored pile pile body defect-restoration method therefor |
| CN109853538A (en) * | 2018-12-12 | 2019-06-07 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-place concrete pile pile foundation reinforcing structure and its construction method |
| CN110438985A (en) * | 2019-07-26 | 2019-11-12 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-situ bored pile pile foundation supporting course reinforcing construction method |
-
2020
- 2020-03-24 CN CN202010212426.9A patent/CN111364532B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08296240A (en) * | 1995-04-26 | 1996-11-12 | Kajima Corp | Construction method for earthquake-resisting reinforcement of existing foundation |
| CN1487150A (en) * | 2003-04-16 | 2004-04-07 | 广东省建筑科学研究院 | Combined grouting construction process of reinforcing foundation |
| CN1944809A (en) * | 2006-10-26 | 2007-04-11 | 上海隧道工程股份有限公司 | Three pipe double high pressure rotary jet sprouting reinforced construction method and its equipment |
| KR20100025959A (en) * | 2008-08-28 | 2010-03-10 | 문동춘 | Enlarged concrete consolidation grouting apparatus, grouting method using thereof |
| CN102162255A (en) * | 2011-04-07 | 2011-08-24 | 西安建筑科技大学 | Method for reinforcing existing pile foundation in collapsed loess area by slip casting |
| CN102691296A (en) * | 2012-05-22 | 2012-09-26 | 广州市建筑科学研究院有限公司 | Pipe pile foundation for static-pressure grouting on pile side and rotary jet grouting at pile bottom and construction method thereof |
| CN205171496U (en) * | 2015-10-27 | 2016-04-20 | 南阳市水利建筑勘测设计院 | Foundation stabilization high pressure jet slip casting device |
| CN206768813U (en) * | 2017-03-29 | 2017-12-19 | 江苏九如建设有限公司 | Grouting behind shaft or drift lining pile for prestressed pipe |
| CN108678041A (en) * | 2018-05-23 | 2018-10-19 | 山东大学 | A kind of existing Bearing Capacity of Pile Foundation slip casting method for improving |
| CN109322337A (en) * | 2018-11-13 | 2019-02-12 | 上海市基础工程集团有限公司 | Cast-in-situ bored pile pile body defect-restoration method therefor |
| CN109853538A (en) * | 2018-12-12 | 2019-06-07 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-place concrete pile pile foundation reinforcing structure and its construction method |
| CN110438985A (en) * | 2019-07-26 | 2019-11-12 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-situ bored pile pile foundation supporting course reinforcing construction method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111927334A (en) * | 2020-07-28 | 2020-11-13 | 山东省路桥集团有限公司 | Integrated construction device and construction method for reinforcing existing pile foundation based on slurry control |
| CN112681299A (en) * | 2020-12-22 | 2021-04-20 | 山东农业大学 | Existing pile foundation grouting reinforcement hole sealing device and using method |
| CN114439001A (en) * | 2022-01-28 | 2022-05-06 | 山东大学 | In-service pile foundation grouting reinforcement material and pile side directional grouting reinforcement method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111364532B (en) | 2023-11-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102418344B (en) | Injector, drill bit combination structure and combination drilling tool | |
| CN101962949B (en) | Long spiral double-pipe high-pressure stir-jet grouting pile construction method and device | |
| CN102155241B (en) | Karst grouting reinforcement water-stop constructing method | |
| CN109026026B (en) | Construction method of large-section multi-line multi-arch underground excavation tunnel group penetrating existing pipe gallery | |
| CN105927231B (en) | Inclined shaft passes through rich water densification drifting sand layer circulation-induced curtain-grouting method | |
| CN101748741B (en) | Construction method of concrete supporting structure | |
| CN111364532A (en) | Existing pile foundation reinforcing method based on slurry control | |
| CN203452083U (en) | Rotary expanding pile construction equipment and grout feeding device | |
| CN103669346B (en) | A kind of tuck inside the sleeve raft pipe and the application in landslide control | |
| WO2022100346A1 (en) | Reinforcement structure for entry and exit of large-diameter jacking pipe group in water-rich sand stratum, and construction method | |
| CN107965341A (en) | A kind of large-section underground pipe canopy pipe network concrete support method | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN101793154A (en) | Method for grouting for stopping up water by using geological parameters of tunnel surrounding rocks and setting relief holes | |
| CN111622217A (en) | Grouting precast tubular pile after rotary spraying construction and construction process thereof | |
| CN115324591A (en) | Saturated soft loess tunnel subsection precipitation-support comprehensive construction method | |
| CN114109442B (en) | Tunnel karst crushing belt sliding collapse half-section curtain progressive grouting reinforcement treatment method | |
| CN111364449A (en) | Construction method and structure for penetrating karst cave of precast tubular pile | |
| CN205954638U (en) | Half semi -rigid flexible supporting construction of deep basal pit lateral wall | |
| CN202644591U (en) | A reinforced bridge pile foundation in tunnel construction under the geological condition of water-rich quicksand | |
| CN201649093U (en) | Long spiral dual-pipe high-pressure stirring-spraying pile construction device | |
| CN101338567B (en) | Construction method for underground buildings by rotary-spray shaft digging method cooperating with semi-inverse method | |
| CN105239566B (en) | Multi-head stirring type large-diameter cast-in-situ pipe pile device and application thereof | |
| CN207846429U (en) | A kind of phreatic high, high basement rock go out the foundation pit supporting system shown up | |
| CN109854281A (en) | The method for protecting support of the lower rock compound cross-section stratum jacking construction of upper soil | |
| CN214530700U (en) | Enclosure water interception structure based on support pile and construction method water stop wall in-situ construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |