CN112081157B - Construction method for forming reinforced composite pile foundation by high-rise building retreating type grouting - Google Patents
Construction method for forming reinforced composite pile foundation by high-rise building retreating type grouting Download PDFInfo
- Publication number
- CN112081157B CN112081157B CN201910517287.8A CN201910517287A CN112081157B CN 112081157 B CN112081157 B CN 112081157B CN 201910517287 A CN201910517287 A CN 201910517287A CN 112081157 B CN112081157 B CN 112081157B
- Authority
- CN
- China
- Prior art keywords
- grouting
- pile foundation
- foundation
- reinforced composite
- construction method
- 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.)
- Active
Links
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
- E02D5/64—Repairing piles
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)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a construction process for forming a reinforced composite pile foundation by high-rise building retreat type grouting, which adopts the technical scheme that the construction process comprises the following construction steps: drilling pile foundation holes on the raft plates by using a drilling machine; filling and grouting after the drill rod drills to the designed depth; after grouting reaches a certain grouting pressure and is stabilized or the injection rate of the slurry reaches the design requirement, retracting the drill rod upwards by a retraction length L, stopping retracting, and continuing filling and grouting; drilling the drill rod downwards again, wherein the forward length is half of the retraction length L, and then performing pressure grouting; in the range of irregular grouting body formed by filling grouting, the grout is uniformly diffused to the periphery and is solidified to form a short cylinder capable of effectively bearing force; after repeated retreating and forward grouting for many times, the continuous short cylinder structure forms a complete reinforced composite pile foundation to support the raft. The invention has the advantages that the reinforced pile foundation can be formed under the building foundation with non-compact stratum and higher height, and the building body is prevented from continuously settling.
Description
Technical Field
The invention relates to the technical field of foundation reinforcement of existing high-rise buildings, in particular to a construction method for forming a reinforced composite pile foundation by high-rise building retreat grouting.
Background
Due to the reasons of building investigation, design, construction or severe weather, the built building body can sink due to insufficient foundation strength. As shown in fig. 1, the number of floors on the ground is 24, the number of underground floors is 1, the height of the building is 76 m, the form of the building foundation is a prestressed pipe pile 2 composite foundation, the type of the foundation is a raft foundation 1, the thickness of the raft foundation 1 is 1.5m, the bottom of the raft foundation 1 is provided with a prestressed pipe pile 2 with the diameter of 600mm, the pipe piles 2 are arranged in a quincunx shape, and the effective pile length is 40 m. The foundation soil layer structure sequentially comprises a clay layer, a volcanic ash layer, clay and mudstone from top to bottom. The bottom of the tubular pile 2 is positioned in the volcanic ash layer. After the construction is finished, uneven settlement occurs, and how to reinforce the construction to prevent the construction from continuing to settle is a technical problem to be solved. The invention patent application with publication number CN107435346A discloses a grouting reinforcement deviation rectifying method suitable for high-rise building structures, and particularly discloses a method for realizing building body reinforcement by forming a pile foundation under a column and a reinforcement platform through grouting. However, since the residential building with settlement is ultrahigh in height, the top of the valve plate foundation bears a load excessively, and the volcanic ash layer is not compact, the technical problem of stabilizing the building and preventing settlement of the building cannot be solved by adopting the technology in the patent application document.
Disclosure of Invention
The invention provides a construction method for forming a reinforced composite pile foundation by high-rise building retreat grouting, aiming at the technical problem of how to reinforce a building with settlement and prevent the building from continuing to settle in the background technology.
The above object of the present invention is achieved by the following technical solutions: the method comprises the following construction steps:
step 1, drilling pile foundation holes on a raft foundation by using a drilling machine;
According to the technical scheme, a principle of repeated returning and advancing is utilized, the reinforced composite pile foundation is formed through grouting, specifically, during grouting filling, the main purpose is to fill a relatively less compact area, and during pressure grouting, pressure is uniformly applied to soil around a grouting pipe through pressure grouting, so that the pressure is poured into gaps of geology such as surrounding less compact clay, volcanic ash and the like, and the reinforced composite pile foundation with an effective radius is formed; the reinforced composite pile foundation supports the raft foundation, so that the aim of preventing the building body from continuously settling is fulfilled.
The invention is further configured to: the stable pressure value of grouting after each drilling or retreating stop is designed according to different grouting depths as follows: the pressure value between 0 and 20m of the grouting depth is 0.5MPa to 2.5 MPa; the pressure value is 2.5MPa to 3.5MPa between 20m to 30m of grouting depth, the pressure value is 3.5MPa to 4.5MPa between 30m to 40m of grouting depth, and the pressure value is 4.5MPa to 5.5MPa between 40m to 50m of grouting depth.
Through above-mentioned technical scheme, can form the complete continuous effective pile body in vertical direction under this pressure state, make and consolidate the composite pile foundation and can accept the load that comes from the top building body.
The invention is further configured to: and the pressure value between 0m and 5m of the grouting depth is 0.7MPa to 1.5MPa, so that the reinforced composite pile foundation close to the bottom of the raft foundation forms an enlarged cylindrical bearing platform structure.
Through above-mentioned technical scheme for consolidate composite pile foundation and raft foundation's contact surface is bigger, carries out better support.
The invention is further configured to: the bottom of building raft foundation is provided with existing tubular pile or bored concrete pile, and the pile foundation hole site is in the middle of two adjacent tubular pile or bored concrete pile, consolidate the effective diameter of compound pile foundation and be greater than the net interval of two adjacent tubular pile or bored concrete pile, consolidate compound pile foundation and wrap up tubular pile or bored concrete pile part or whole.
Through above-mentioned technical scheme, increase the side grinding resistance of tubular pile, make the holding power of tubular pile strengthened.
The invention is further configured to: the effective diameter of the reinforced composite pile foundation is not less than 3 m.
Through the technical scheme, the space between two tubular piles or filling piles can be basically increased, the space between reinforced composite pile foundations with the effective diameter can be increased to 6-10m, and the material consumption is saved on the whole.
The invention is further configured to: the deepest point of drilling is located below the bottom end of the pipe pile or the cast-in-place pile.
Through above-mentioned technical scheme, increase the stake end bearing capacity of tubular pile.
The invention is further configured to: the length L of each retroversion of the grouting pipe is 1.5-3 m.
Through the technical scheme, the effective diameter of the horizontal radial grouting for 2 times can be ensured to be 2-4m, the vertical direction is taken as the stress main direction, the continuous integrity of the pile body needs to be better ensured, and the length of the secondary forward insertion is half of the L length, so that the continuity of the pile body can be ensured.
The invention is further configured to: when the existing high-rise building has uneven settlement, the construction of pile foundation holes and grouting is gradually promoted from a region with large settlement to a region with small settlement.
Through above-mentioned technical scheme, consolidate the big region of settlement volume earlier, prevent because of slip casting reinforcement construction period, high-rise building continues to produce the settlement in the big region of settlement volume.
The invention is further configured to: further comprising step 7: hole sealing: and after grouting, plugging and leveling the hole opening of the pile foundation hole by using cement mortar with the same mark number or a higher mark number relative to the raft foundation.
Through above-mentioned technical scheme, carry out the shutoff with the pile foundation hole, resume original structure, prevent to produce phenomenons such as leaking.
In conclusion, the invention has the following beneficial effects:
1. an effective reinforced composite pile foundation is formed under a building foundation with an uncompacted stratum and a layer height of more than 20 layers by an advancing and retracting process, only very small pile foundation holes are required to be formed on the foundation during construction, the influence on the existing building is small, secondary settlement cannot be generated in the construction process, and the formed composite pile foundation is safe and reliable;
2. the diameter of the reinforced composite pile foundation is controlled to be in contact with the existing tubular pile or cast-in-place pile, so that the side-grinding resistance of the existing tubular pile is enhanced;
3. through grouting to the bottom soil layer of the tubular pile or the cast-in-place pile, the bearing capacity of the pile end is enhanced, the stress performance of the existing tubular pile is improved, and the building is prevented from subsiding again.
Drawings
FIG. 1 is a schematic view of a vertical structure of the engineering project;
FIG. 2 is a schematic view of a planar arrangement relationship between a reinforced composite pile foundation and an existing tubular pile;
FIG. 3 is a schematic view of the vertical arrangement relationship between a reinforced composite pile foundation and an existing tubular pile;
FIG. 4 is a schematic structural diagram of an irregular grout formed by filling grout in step 3;
FIG. 5 is a schematic structural diagram of an irregular grouting body after the drill rod is withdrawn and grouted in step 4;
FIG. 6 is a schematic view of pressure grouting to form a uniform short cylinder after the drill rod is advanced again and inserted into the irregular grouting body in step 5;
FIGS. 7 and 8 are schematic views of repeated retraction and drilling to form a grouting structure;
fig. 9 is a schematic view of a reinforced composite pile foundation formed after a drill rod is retracted to the bottom of a raft foundation.
Reference numerals: 1. a raft foundation; 2. a tubular pile; 3. pile foundation holes; 4. a drill stem; 5. a short cylinder; 6. reinforcing the composite pile foundation; 7. a bearing platform; 8. and (4) irregular grouting body.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings. In which like parts are designated by like reference numerals. It should be noted that, as used in the following description, the terms "front," "rear," "left," "right," "upper," "lower," "bottom" and "top" refer to directions in the drawings, and the terms "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
Example (b):
a construction method for forming a reinforced composite pile foundation by high-rise building retreat grouting is disclosed, as shown in figures 1 and 2, existing pipe piles 2 or cast-in-place piles are arranged under a raft foundation 1 of a building, and the embodiment takes prestressed pipe piles 2 with the diameter of 600mm as an example for description. The tubular piles 2 are arranged in a quincunx shape, the minimum pile center distance is 1.8m, and the pile length is 40 m.
And step 1, combining the graph 2 and the graph 3, breaking a reinforcing steel bar protection layer on the surface of the raft foundation 1, exposing raft reinforcing steel bars, and drilling pile foundation holes 3 on the raft foundation 1 by using a drilling machine (which can be a water drill). Avoid the reinforcing bar during drilling, avoid causing the destruction to the raft board reinforcing bar. The diameter of the pile foundation hole 3 is larger than 42mm, and the pile foundation hole 3 is located in the middle of the two adjacent tubular piles 2. Pile foundation holes 3 are arranged in a quincuncial manner, the distance between every two adjacent pile foundation holes 3 is generally not less than 6m, and when the pile foundation holes 3 conflict with the position of a wall body or a structural column, the distance between the pile foundation holes 3 is properly adjusted. In this construction project, the pitch of the pile foundation holes 3 is 8.0 × 12.0 m. When the reinforced existing high-rise building has uneven settlement, the construction of the pile foundation hole 3 and the grouting is gradually promoted from a large settlement area to a small settlement area, so that the building is prevented from continuously settling in the large settlement area in the grouting reinforcement construction period.
Step 7, hole sealing: and after grouting, plugging and leveling the hole opening of the pile foundation hole 3 by using cement mortar of the same mark number or a higher mark number relative to the raft foundation 1.
As shown in fig. 2 and fig. 3, in step 4-6, in order to wrap the reinforced composite pile foundation 6 partially or completely around the tubular pile 2, so as to increase the side-grinding resistance of the tubular pile 2 and enhance the supporting force of the tubular pile 2, the effective diameter of the reinforced composite pile foundation 6 needs to be greater than the net distance between two adjacent tubular piles 2 and greater than 3 m. The diameter is 3.5m in the project, and the reinforced composite pile foundation 6 wraps the two tubular piles 2 completely. In order to meet the requirement of reinforcing the diameter of the composite pile foundation 6, drilling or retreating each time and stopping grouting at the back, the stable pressure value is designed according to different grouting depths as follows: the pressure value between 0 and 20m of the grouting depth is 0.5MPa to 2.5 MPa; the pressure value is 2.5MPa to 3.5MPa between 20m to 30m of grouting depth, the pressure value is 3.5MPa to 4.5MPa between 30m to 40m of grouting depth, and the pressure value is 4.5MPa to 5.5MPa between 40m to 50m of grouting depth.
Further, as shown in fig. 3, the pressure value between the grouting depth of 0-5m is 0.7 MPa-1.5 MPa, so that a cylindrical bearing platform 7 structure with a larger diameter than the reinforced composite pile foundation 6 is formed at the position close to the bottom of the raft foundation 1, the contact surface between the reinforced composite pile foundation 6 and the raft foundation 1 is larger, and better support is performed.
Preferably, before the integral grouting reinforcement operation, a grouting parameter test of the reinforced composite pile foundation 6 is carried out in a house range, and the construction of a test pile is carried out according to the parameters such as the pressure and the like disclosed above; after the pile test is finished, a geological drilling machine is adopted to drill holes and core at the position of 3m of the central radius of the reinforced composite pile foundation 6, and then whether the core sample is a continuous reinforced body with better strength rather than a common soil body is observed. The above parameters are mainly used for foundation reinforcement below the raft foundation 1 of the high-rise building, and when the test is carried out according to the above parameters outside the range of the raft foundation 1 on the site of the engineering project, the diameter of slurry diffusion is increased to 6m, and the effective radius of the reinforced composite pile foundation 6 formed by slurry injection in the range of the raft foundation 1 is completely different.
According to the invention, a reinforced composite pile foundation 6 is formed by grouting by utilizing the principle of repeated retraction and forward movement, as shown in fig. 7 and 8, when a grouting pipe is drilled to a designed depth for grouting and is filled and grouted at different depths after each retraction, the main purpose is to fill a relatively less compact region around the grouting pipe, and as the injected grout has the characteristic of rapid solidification, the injected grout cannot spread too far along the relatively less compact region. The grouting body formed by the grouting liquid and the soil body after the grouting forms an irregular shape around the grouting pipe, and the center of the horizontal section of the grouting body deviates far from the center of the grouting pipe. Since the grout is not completely mixed with the soil, a part of the grout forms a tree root-like structure as described in patent application publication No. CN 107435346A. The filling and grouting stop time is mainly controlled by grouting pressure and the injection rate is controlled as an auxiliary time.
When the grouting pipe is drilled downwards again and inserted into the range of filling grouting bodies for pressure grouting, the relatively less dense areas around the grouting pipe are filled during the filling grouting, so that the grouting can uniformly apply pressure to the soil body around the grouting pipe at this time, the grout can uniformly penetrate into gaps between the surrounding soil body and volcanic ash, a short cylinder 5 with certain strength is formed by solidification, and the center of the horizontal section of the short cylinder 5 coincides with the center of the drill rod 4. Pressure grouting mainly takes injection rate control as a main part and pressure control as an auxiliary part. When the grouting pressure reaches the design value, but the injection rate is lower than 50% of the design injection rate, the grouting pressure is increased appropriately, grouting is continued, and grouting can be stopped and rollback can be performed when the injection rate reaches more than 70% of the design injection rate. As shown in fig. 9, the horizontal section centers of all the short cylinders 5 formed by pressure grouting are substantially overlapped with the center of the grouting pipe, so that all the short cylinders 5 form a complete reinforced composite pile foundation 6 in the vertical direction, and the top surface of the reinforced composite pile foundation 6 supports the raft foundation 1.
The grouting liquid used for grouting adopts two-component composite grout, for convenience, the two-component composite grout is named as grout A and grout B, the two kinds of grout reach the grout outlet of the grouting pipe from different channels of the drill rod respectively, the surrounding soil body is pressed into the grout outlet, chemical reaction occurs after the two kinds of grout are converged in the soil body, and initial setting is completed in a short time.
The grouting liquid may be any one of the prior art as long as it can satisfy the initial setting time requirement and has good permeability.
The following slip casting formula can be adopted: the slurry A consists of the following raw materials in parts by weight: 70-90 parts of metal oxide and/or metal hydroxide, 0.5-1.2 parts of composite retarder, 0.5-0.7 part of water reducing agent, 0.7-1.5 parts of acid-base buffering agent, 3-5 parts of composite stabilizer and 0.5-1.5 parts of composite surfactant. Wherein the metal oxide can be any two of magnesium oxide, aluminum oxide, magnesium phosphate and the like; the composite retarder is at least two of urea, borax and sodium tripolyphosphate; the water reducing agent can be a polycarboxylic acid water reducing agent or a naphthalene water reducing agent; the acid-base buffer is magnesium carbonate or potassium hydroxide; the composite stabilizer is at least two of hydroxymethyl cellulose, n-alkyl cetyl alcohol, starch ether and cellulose ether; the composite surfactant is at least two of alkyl polyoxyethylene ether, benzyl phenol polyoxyethylene ether and alkyl sulfonate. When two or more different materials are used in the above individual components, the two or more different materials can be prepared in an equal order of magnitude, and the two materials are mainly set to prevent one of the materials from failing so as to ensure that the effect of the whole composite slurry is more stable.
The slurry B comprises the following raw materials in parts by weight: 30-40 parts of phosphate and 0.2-1 part of defoaming agent. Wherein the phosphate can be diammonium hydrogen phosphate or potassium dihydrogen phosphate; the defoamer can be a silicone defoamer or a polyether defoamer.
And mixing and stirring the slurry A and the slurry B with water according to the weight ratio of 100: 40-50 to form slurry, pressing the slurry into a grouting pipe through different pipelines, converging the slurry at a slurry outlet, reacting and solidifying in a soil body.
The difference of the initial setting time of the composite slurry is mainly realized by adjusting the specific gravity of the composite retarder.
It should be noted that the raft foundation 1 described in this application may also be a bottom plate structure representing a building box foundation, and the process of constructing the composite pile foundation at the bottom of the box foundation is the same as the construction of the bottom of the raft foundation 1.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present invention.
Claims (9)
1. A construction method for forming a reinforced composite pile foundation by high-rise building retreat type grouting comprises the following construction steps:
step 1, drilling pile foundation holes (3) on a raft foundation (1) by using a drilling machine;
step 2, drilling a drill rod (4) of the drilling and grouting integrated machine into a soil layer below the bottom of the raft foundation (1) after being inserted from the pile foundation hole (3);
step 3, after drilling to the designed depth, filling and grouting; after grouting reaches a certain grouting pressure and is stabilized or the injection rate of the grout reaches the design requirement, the injected grout fills the relatively incompact area of the soil body around the drill rod (4) and is solidified within 10s-60s to form irregular grouting body (8);
step 4, backing the drill rod (4) upwards, wherein the backing length is L, the backing length L is smaller than the designed depth, then stopping backing, and continuing filling and grouting; stopping grouting after the grouting pressure reaches a certain grouting pressure and is stabilized or the injection rate of the grout reaches the design requirement, and forming irregular grouting body (8);
step 5, drilling the drill rod (4) downwards again, wherein the forward length is half of the retraction length L, then stopping drilling, and performing pressure grouting; in the range of the irregular grouting body (8) formed by grouting in the steps 3 and 4, the grout is uniformly diffused to the periphery, after the grouting reaches a certain pressure and is stabilized, or the injection rate of the grout reaches the design requirement, the grout is uniformly mixed with the surrounding soil body and is solidified to form a short cylinder (5) with a certain strength, and the center of the horizontal section of the short cylinder (5) is superposed with the center of the drill rod (4);
step 6, repeating the steps 4 and 5 until the slurry is injected to the bottom of the raft foundation (1); all continuous short cylinders (5) formed by grouting in repeated advancing and retreating form a complete reinforced composite pile foundation (6), and the top surface of the reinforced composite pile foundation (6) supports the raft plate foundation (1).
2. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to claim 1, wherein the construction method comprises the following steps: the stable pressure value of grouting after each drilling or retreating stop is designed according to different grouting depths as follows: when the grouting depth is 0-20m, the stable pressure value is 0.5 MPa-2.5 MPa; when the grouting depth is 20 m-30 m, the stable pressure value is 2.5 MPa-3.5 MPa, when the grouting depth is 30 m-40 m, the stable pressure value is 3.5 MPa-4.5 MPa, and when the grouting depth is 40 m-50 m, the stable pressure value is 4.5 MPa-5.5 MPa.
3. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to claim 2, wherein the construction method comprises the following steps: when the grouting depth is 0-5m, the stable pressure value is 0.7 MPa-1.5 MPa, so that the reinforced composite pile foundation (6) close to the bottom of the raft foundation (1) forms an enlarged cylindrical bearing platform (7) structure.
4. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to claim 1, wherein the construction method comprises the following steps: high-rise building raft foundation (1) bottom is provided with existing tubular pile (2) or bored concrete pile, and stake foundation hole (3) are located in the middle of two adjacent tubular pile (2) or bored concrete pile, consolidate composite pile foundation's (6) effective diameter and be greater than two adjacent tubular pile (2) or bored concrete pile's net interval, consolidate composite pile foundation (6) and wrap up tubular pile (2) or bored concrete pile part or whole.
5. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to claim 4, wherein the construction method comprises the following steps: the effective diameter of the reinforced composite pile foundation (6) is not less than 3 m.
6. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to claim 4, wherein the construction method comprises the following steps: the deepest part of the drilling is positioned below the bottom end of the pipe pile (2) or the cast-in-place pile.
7. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to any one of claims 1 to 6, wherein the construction method comprises the following steps: the length L of each retraction of the drill rod (4) is 1.5-3 m.
8. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to any one of claims 1 to 6, wherein the construction method comprises the following steps: when the high-rise building has uneven settlement, the construction of the pile foundation hole (3) and grouting is gradually promoted from a region with large settlement to a region with small settlement.
9. The construction method for forming the reinforced composite pile foundation by the high-rise building retreat grouting according to any one of claims 1 to 6, wherein the construction method comprises the following steps: further comprising step 7: hole sealing: and after grouting, plugging and leveling the hole opening of the pile foundation hole (3) by using cement mortar of the same mark number or a higher mark number relative to the raft foundation (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910517287.8A CN112081157B (en) | 2019-06-14 | 2019-06-14 | Construction method for forming reinforced composite pile foundation by high-rise building retreating type grouting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910517287.8A CN112081157B (en) | 2019-06-14 | 2019-06-14 | Construction method for forming reinforced composite pile foundation by high-rise building retreating type grouting |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112081157A CN112081157A (en) | 2020-12-15 |
| CN112081157B true CN112081157B (en) | 2022-02-18 |
Family
ID=73734097
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910517287.8A Active CN112081157B (en) | 2019-06-14 | 2019-06-14 | Construction method for forming reinforced composite pile foundation by high-rise building retreating type grouting |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112081157B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112343106A (en) | 2019-08-09 | 2021-02-09 | 北京恒祥宏业基础加固技术有限公司 | Construction method for settlement reinforcement, lifting and deviation correction of high-rise building |
| CN113090304B (en) * | 2021-04-30 | 2023-11-24 | 中煤科工开采研究院有限公司 | Anchor injection and bolt support construction method |
| CN114622565A (en) * | 2022-03-22 | 2022-06-14 | 白银有色集团股份有限公司 | Sedimentation grouting reinforcement process for raft equipment foundation |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106087999A (en) * | 2016-03-19 | 2016-11-09 | 王继忠 | A kind of stir constructing device and the construction method thereof spraying expanding reinforcing pile |
| KR20180011590A (en) * | 2016-07-25 | 2018-02-02 | 정용태 | Packer assembly with anchor and construction method for repairing crack using the same |
| CN107806096A (en) * | 2017-10-30 | 2018-03-16 | 陕西隆极机械设备有限公司 | Expanding compound pile construction method compacted again is cut in churning |
-
2019
- 2019-06-14 CN CN201910517287.8A patent/CN112081157B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106087999A (en) * | 2016-03-19 | 2016-11-09 | 王继忠 | A kind of stir constructing device and the construction method thereof spraying expanding reinforcing pile |
| KR20180011590A (en) * | 2016-07-25 | 2018-02-02 | 정용태 | Packer assembly with anchor and construction method for repairing crack using the same |
| CN107806096A (en) * | 2017-10-30 | 2018-03-16 | 陕西隆极机械设备有限公司 | Expanding compound pile construction method compacted again is cut in churning |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112081157A (en) | 2020-12-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112081157B (en) | Construction method for forming reinforced composite pile foundation by high-rise building retreating type grouting | |
| WO2021027025A1 (en) | High-rise building settling reinforcing and lifting correcting construction method | |
| CN112081155B (en) | Reinforcing and lifting method for bar-shaped or box-shaped foundation building | |
| CN112081154B (en) | Method for reinforcing and lifting high-rise building with raft foundation | |
| CN110965595B (en) | Raft foundation building lifting reinforcement structure and method under corrosive geological environment | |
| CN112663694B (en) | Construction method for lifting and rectifying building on silt geology | |
| CN112081153B (en) | Lifting method of raft foundation high-rise building | |
| CN112942455A (en) | Reinforcing and lifting method for karst foundation high-rise building | |
| CN106192999A (en) | The construction method of uplift pile | |
| CN112081158B (en) | Construction method for forming reinforced composite pile foundation by advanced grouting of high-rise building | |
| CN111424653A (en) | Construction method and structure of thin-wall karst cave combined pipe pile | |
| CN113863706B (en) | Construction method and application device of existing building low-clearance lower rotary-jet static pressure composite pile | |
| CN212336070U (en) | Karst foundation variable-rigidity primary-secondary pile | |
| CN111810185B (en) | Tunnel bottom pre-reinforcement construction method | |
| CN101338567B (en) | Construction method for underground buildings by rotary-spray shaft digging method cooperating with semi-inverse method | |
| CN109403321A (en) | Construction method of filling slope prestressed anchor cable | |
| CN105672329B (en) | The large size prefabricated building enclosure of deep basal pit and construction method | |
| CN106677190A (en) | Grouting construction method for underwater pebble bed foundation pit curtain | |
| CN211523179U (en) | Subway station faces integration envelope forever | |
| CN114922172A (en) | Anchor rod pile device capable of eliminating negative frictional resistance of collapsible loess and construction method | |
| CN211200425U (en) | High side slope composite supporting construction that fills of gravel soil | |
| CN113174991A (en) | Method for reinforcing collapse and grouting of stratum around marine deep-water inclined pile | |
| CN220978057U (en) | Wall protection structure for pile foundation drilling | |
| CN111535334B (en) | Construction method of double-core expanded pile anchor foundation pit supporting structure | |
| CN112030870B (en) | Building rubbish reinforcing river levee under sandy soil geology |
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 |