CN112081158B - Construction method for forming reinforced composite pile foundation by advanced grouting of high-rise building - Google Patents
Construction method for forming reinforced composite pile foundation by advanced grouting of high-rise building Download PDFInfo
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- CN112081158B CN112081158B CN201910518029.1A CN201910518029A CN112081158B CN 112081158 B CN112081158 B CN 112081158B CN 201910518029 A CN201910518029 A CN 201910518029A CN 112081158 B CN112081158 B CN 112081158B
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- 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
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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
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- 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
Abstract
The invention discloses a construction process for forming a reinforced composite pile foundation by advanced grouting of a high-rise building, which comprises the following construction steps: drilling pile foundation holes on the raft foundation by using a drilling machine; drilling a drill rod into a soil layer below the bottom of the raft foundation by a length L, filling and grouting, filling gaps and through clearance channels of soil bodies around the drill rod or filling relatively less compact areas of the soil bodies around the drill rod with the injected grout, and solidifying within 10s-60 s; after solidification, a tree root-shaped grouting body or an irregular grouting body is correspondingly formed; the drill rod 1/2L is retracted upwards for pressure grouting; the slurry is uniformly diffused to the periphery and is solidified to form a short cylinder; repeating the operation to the design depth; the short cylindrical structure formed in the repeated advancing and retracting process forms a reinforced composite pile foundation which can support the raft foundation completely. The invention has the advantages that the reinforced composite pile foundation can be formed under the valve plate foundation of the high-rise building with the miscellaneous fill layer and/or the collapsible loess stratum, 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 forward grouting of a high-rise building.
Background
Due to the reasons of building investigation, design, construction or severe weather, the built building body can sink due to insufficient foundation strength. The number of the stories on the ground of a certain residential building is 20, and the building foundation structure is that pile foundations are arranged below raft foundations. The foundation soil layer structure comprises miscellaneous fill, collapsible loess and bedrock from top to bottom in sequence. The bottom end of the designed pile foundation extends into the bedrock. After the construction is completed, uneven settlement occurs. How to reinforce the device to prevent the device from continuously settling and how to lift the device 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. But the residential building that takes place to subside this time is high superelevation, and valve plate basis top bears the load super large, and miscellaneous fill soil layer space is big, collapsible loess stratum is not closely knit in addition, adopts the technique among the above-mentioned patent application document can't solve firm this building, prevents its technical problem who subsides.
Disclosure of Invention
The invention provides a construction method for forming a reinforced composite pile foundation by advanced grouting of a high-rise building, aiming at the technical problem of how to reinforce a building which is subjected to settlement and prevent the building from continuously settling, and the construction method has the advantages that the reinforced composite pile foundation can be formed under a valve plate foundation of the high-rise building with a miscellaneous fill layer and/or a collapsible loess stratum, and the building is prevented from continuously settling.
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;
3, retracting the drill rod upwards, wherein the retracting length is half of the drilling length L, then stopping retracting, and performing pressure grouting; in the range of tree-root-shaped grouting bodies formed by grouting in the step 2 or irregular grouting bodies formed by grouting, the grout is uniformly diffused towards 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 with a certain strength, and the center of the horizontal section of the short cylinder is superposed with the center of the drill rod;
and 6, repeatedly advancing and retreating all continuous short cylindrical structures formed by grouting to form a complete reinforced composite pile foundation, and supporting the raft foundation by the top surface of the reinforced composite pile foundation.
By adopting the technical scheme, the composite pile foundation is reinforced by adopting the integrally advancing construction, so that the technical effect of preventing the secondary settlement of the building caused by the fact that the foundation is soft by water bubbles in the drilling process is achieved; through advancing the process of rolling back and in collapsible loess and miscellaneous fill soil stratum, the floor height surpasss the beneath effectual compound pile foundation that consolidates that forms of the building body basis on 20 layers, only need during the construction on the basis open very little pile foundation hole can, little to existing building influence, can not produce the secondary in the work progress moreover and subside, the compound pile foundation safe and reliable of formation.
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 is 0.5MPa to 2.5MPa between the depth of 0m and 20 m; the pressure value of 20m to 30m is 2.5MPa to 3.5MPa, the pressure value of 30m to 40m is 3.5MPa to 4.5MPa, and the pressure value of 40m to 50m is 4.5MPa to 5.5 MPa.
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 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 advancing of the grouting pipe is 1.5-3 m.
Through above-mentioned technical scheme, the level can guarantee radially to be greater than 3m through 2 times thick liquid effective diameter, and vertical direction is as the atress owner direction, and the continuous integrality of pile body more needs fine assurance, so advance again and insert the length for half of L can guarantee the continuity of pile body.
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 the layer height exceeding 20 layers in the collapsible loess and miscellaneous fill stratum through an advancing and retracting process, only a small pile foundation hole needs 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 pipe pile foundation structure of an existing high-rise building;
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 diagram of a tree root-shaped grouting body formed by filling and grouting after a downward drilling length L in a miscellaneous fill stratum;
FIG. 4 is a schematic diagram of a short cylinder formed by pressure grouting after a drill pipe is retracted 1/2 in a miscellaneous fill formation;
FIG. 5 is a schematic illustration of a short cylinder formed by a second pressure slip casting after a cycle in a contaminated earth formation;
FIG. 6 is a schematic structural diagram of a plurality of short cylinders forming a reinforced composite pile foundation in a miscellaneous fill formation;
FIG. 7 is a schematic view of filling grouting after a downward drilling length L in a collapsible loess formation to form irregular grouting bodies;
FIG. 8 is a schematic view of a short cylinder formed by pressure grouting after a drill rod is retracted 1/2 in a collapsible loess formation;
fig. 9 is a schematic structural diagram of a reinforced composite pile foundation formed by a plurality of short cylinders in a collapsible loess stratum;
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. irregular grouting body; 9. tree root-shaped grouting body; 91. a clearance channel.
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.
Examples
A raft foundation 1 existing high-rise building reinforcement construction method, as shown in fig. 1 and fig. 2, existing pipe piles 2 or cast-in-place piles are arranged under the raft foundation 1 of the building, and the embodiment is described by taking prestressed pipe piles 2 with the diameter of 600mm as an example. 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.
Step 1, breaking the reinforcing steel bar protection layer on the surface of the raft foundation 1, exposing the 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 not less than 1/3 of the width of a building raft foundation 1, and when the pile foundation holes 3 conflict with the position of a wall 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.
In the following, fig. 3-6 are schematic diagrams of filling the gaps and through gap channels 91 of the surrounding soil body to form the tree-root-shaped grouting body 9 when filling and grouting in the miscellaneous fill stratum; fig. 7-9 are schematic diagrams of filling a relatively less dense region of soil around the drill rod 4 to form an irregular grouting body in a collapsible loess stratum during grouting filling.
And 5, upwards pulling out the drill rod 4, and injecting grout to tightly fill the drilled hole while pulling out.
And 6, combining the drawings 5 and 6 or as shown in fig. 9, repeatedly advancing and retreating all the continuous short cylinders 5 formed by grouting to form a complete reinforced composite pile foundation 6, and supporting the raft foundation 1 by the top surface of the reinforced composite pile foundation 6.
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.
With reference to fig. 2 and 6, in step 3-6, in order to make the effective diameter of the reinforced composite pile foundation 6 larger than the net distance between two adjacent tubular piles 2, the reinforced composite pile foundation 6 wraps the tubular piles 2 partially or completely, so that the side-grinding resistance of the tubular piles 2 is increased, and the supporting force of the tubular piles 2 is enhanced, so that the effective diameter of the reinforced composite pile foundation 6 needs to be controlled to be larger than 3m, the effective diameter of the engineering project is 3.5m, and the reinforced composite pile foundation 6 wraps the two tubular piles 2 completely. In order to meet the requirements, the stable pressure value of grouting after drilling or retreating stop at each time is designed as follows according to different grouting depths: the pressure value is 0.5MPa to 2.5MPa between the depth of 0m and 20 m; the pressure value of 20m to 30m is 2.5MPa to 3.5MPa, the pressure value of 30m to 40m is 3.5MPa to 4.5MPa, and the pressure value of 40m to 50m is 4.5MPa to 5.5 MPa.
In addition, as shown in fig. 6, the deepest part of the grouting pipe in step 4 is lower than the bottom end of the tubular pile 2, so that the soil body at the bottom of the tubular pile 2 is filled with the grout, a more compact structure is formed, and the pile end bearing capacity of the tubular pile 2 is increased. When the deepest part of the grouting pipe is deep into a bearing layer with large bearing capacity, the reinforced composite pile foundation 6 formed by grouting forms an end bearing pile, and the support for the raft foundation 1 is further enhanced.
Furthermore, the pressure value between 0m and 5m in depth 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.
According to the invention, a reinforced composite pile foundation 6 is formed by grouting according to the principle of repeated advancing and retreating, as shown in fig. 3 and 4, when a grouting pipe is drilled to different depths for filling grouting, the main purpose is to fill a relatively less compact area around the grouting pipe or fill a through gap channel. Because of the rapid setting characteristics of the injected slurry, the injected slurry does not spread too far along the relatively less dense areas or through void passages. In collapsible loess, the grouting body formed by the grouting liquid and the soil body forms an irregular shape around the grouting pipe after grouting, and the center of the horizontal section of the grouting body deviates far from the center of the grouting pipe. In the miscellaneous fill, after the grouting, a part of the grouting liquid forms grouting liquid with the non-compact soil body, and the other part of the grouting liquid fills the through gap channel, and the formed grouting liquid is not completely mixed with the soil body, so that a tree root-shaped structure is formed as described in the invention patent application document with the publication number of CN107435346A in the background art. The stopping time of the first grouting is mainly controlled by grouting pressure and assisted by injection rate.
When the drill rod 4 moves back upwards to the range of the first grouting body, and pressure grouting is carried out, because the relatively less compact areas or the through gap channels around the grouting pipe are filled during grouting, the grouting can uniformly apply pressure to the soil body around the grouting pipe at this time, so that the grout can uniformly penetrate into the gaps of the soil body around the grouting pipe, a short cylinder 5 with certain strength is formed by solidification, and the center of the horizontal section of the short cylinder 5 is close to the center of the grouting pipe. 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 when the injection rate reaches more than 70% of the design injection rate, grouting can be stopped and advanced. Because the horizontal section centers of all the short cylinders 5 formed by pressure grouting are basically overlapped with the centers of the grouting pipes, 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.
In addition, the technology of the invention adopts the integral advancing type construction to reinforce the composite pile foundation 6, thereby playing the technical effect of preventing the building from secondary settlement in the drilling process. When the integral retreating type drilling and grouting construction is adopted, namely, the drilling and grouting integrated machine is used for drilling to the designed depth firstly, and then grouting is retreated step by step, although the method can form the reinforced composite pile foundation 6 by repeatedly advancing and retreating, in the process of drilling to the designed depth, the water sprayed out of the drill bit part can soften the surrounding soil body, so that secondary settlement is caused. When collapsible loess creeps into, though drilling rate is fast, and the drill bit department goes out water a little, nevertheless because collapsible loess meets water and subsides promptly, so can not adopt once only to bore the scheme to the design depth. When the miscellaneous fill layer is drilled, the miscellaneous fill layer often meets backfilled rubbles and the like, when the miscellaneous fill layer is drilled to the rubbles, the drilling speed is slowed down, the water output at the drill bit becomes more, and the surrounding soil body is softened, so that the secondary settlement of the building is caused. And the forward drilling grouting is adopted, and the grouting liquid can solidify the soil body in time, so that the secondary settlement of the building is prevented.
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 4 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 advanced grouting of a high-rise building 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); the length of the slurry drilled below the bottom of the raft foundation (1) is L, filling and grouting are carried out, and grouting is stopped after the grouting reaches a certain grouting pressure and is stabilized or the injection rate of the slurry reaches the design requirement; the injected slurry is filled in the gaps of the soil around the drill rod (4) and the through clearance channel (91) or the relatively less compact area of the soil around the drill rod (4) and is solidified within 10s-60 s; irregular grouting bodies (8) are correspondingly formed after solidification;
step 3, retracting the drill rod (4) upwards, wherein the retracting length is half of the drilling length L, then stopping retracting, and performing pressure grouting; in the range of an irregular grouting body (8) formed by grouting in the step 2, 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 4, repeating the step 2 and the step 3 until the grouting depth reaches the design depth;
step 5, upwards pulling out the drill rod (4), and injecting slurry to tightly fill the drill hole while pulling out;
and 6, repeatedly advancing and retreating all continuous short cylinders (5) formed by grouting to form a complete reinforced composite pile foundation (6), and supporting the raft plate foundation (1) by the top surface of the reinforced composite pile foundation (6).
2. The construction method for forming the reinforced composite pile foundation by the advanced grouting of the high-rise building 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 between 0 and 20m, the stable pressure value is between 0.5MPa and 2.5 MPa; the stable pressure value is 2.5MPa to 3.5MPa when the grouting depth is 20m to 30m, the stable pressure value is 3.5MPa to 4.5MPa when the grouting depth is 30m to 40m, and the stable pressure value is 4.5MPa to 5.5MPa when the grouting depth is 40m to 50 m.
3. The construction method for forming the reinforced composite pile foundation by the advanced grouting of the high-rise building according to claim 2, wherein the construction method comprises the following steps: when the grouting depth is between 0 and 5m, the stable pressure value is between 0.7MPa and 1.5MPa, so that the reinforced composite pile foundation (6) close to the bottom of the raft foundation (1) forms an enlarged cylindrical bearing platform (7).
4. The construction method for forming the reinforced composite pile foundation by the advanced grouting of the high-rise building 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 advanced grouting of the high-rise building 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 advanced grouting of the high-rise building 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 advanced grouting of the high-rise building according to any one of claims 1 to 6, wherein the construction method comprises the following steps: the length L of each advancing of the drill rod (4) is 1.5-3 m.
8. The construction method for forming the reinforced composite pile foundation by the advanced grouting of the high-rise building 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 advanced grouting of the high-rise building 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).
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| CN113356255A (en) * | 2021-06-25 | 2021-09-07 | 上海涵格建设工程有限公司 | Weak geological building foundation reinforcement construction method |
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| KR101838803B1 (en) * | 2016-07-25 | 2018-04-26 | 정용태 | Packer assembly with anchor and construction method for repairing crack using the same |
| CN106884424A (en) * | 2017-04-10 | 2017-06-23 | 中国水利水电科学研究院 | A kind of device and construction method that microorganism solidification is carried out in thin silt |
| CN107806096B (en) * | 2017-10-30 | 2019-05-03 | 陕西隆极机械设备有限公司 | Expanding compound pile construction method compacted again is cut in whirl spraying |
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