CN112942455A - Reinforcing and lifting method for karst foundation high-rise building - Google Patents
Reinforcing and lifting method for karst foundation high-rise building Download PDFInfo
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- CN112942455A CN112942455A CN201911268148.2A CN201911268148A CN112942455A CN 112942455 A CN112942455 A CN 112942455A CN 201911268148 A CN201911268148 A CN 201911268148A CN 112942455 A CN112942455 A CN 112942455A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
- E02D35/005—Lowering or lifting of 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
- E02D31/04—Watertight packings for use under hydraulic pressure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/06—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against corrosion by soil or water
Abstract
The invention discloses a method for reinforcing and lifting a karst foundation high-rise building, which relates to the technical field of building lifting and comprises the following steps: shallow layer reinforcing: firstly, reinforcing and reinforcing treatment is carried out in rubble concrete under a building bottom plate to form a reinforcing layer, so that the compactness and the rigidity of a foundation soil layer are improved; filling and reinforcing deep karst caves: after the shallow layer reinforcement is finished, drilling downwards continuously, penetrating through the karst cave, and filling and reinforcing the karst cave and the broken gravel zone to form an integral stone body; stably lifting the middle layer: after the upper and lower layers of reinforcing bodies are finished, pressure grouting is carried out in the foundation layer between the stone-forming body and the reinforcing layer on the settlement side, the foundation soil layer is continuously filled and compacted through the grout, and the foundation soil layer forms lifting force along with the rise of pressure and the increase of compactness so as to lift the building. The invention can efficiently lift the building, has controllable process, can effectively prevent secondary settlement, and is economical and convenient for construction.
Description
Technical Field
The invention relates to the technical field of reinforcement and lifting of high-rise buildings, in particular to a reinforcement and lifting method of a karst foundation high-rise building.
Background
At present, as shown in fig. 1, a certain high-rise building 1 is a raft foundation, and the raft foundation (i.e., a bottom plate 2) is sequentially provided with a 50 cm-thick plain concrete layer 95, a 5-6 m-thick rubble concrete layer 94 and a broken foundation layer 91. A plurality of small-sized caverns 7 exist in the crushed rock stratum 91, and the small-sized caverns 7 within the range of the floor panel 2 are filled before the construction of the building 1, but the peripheral caverns 7 outside the range of the floor panel 2 are not treated. Settlement of the building occurs during construction. Through exploration on the peripheral geology of the building, the connectivity of the peripheral karst cave 7 and the ground surface is strong, most of the peripheral karst cave is an open type karst cave, the karst cave is filled with cohesive soil, and rocks on the top plate of the karst cave are unstable. The settlement of the building is mainly caused by the following reasons: firstly, in the construction process of the building 1, the load is continuously increased, the caused additional stress is diffused downwards in the foundation according to the stress diffusion angle, and the peripheral karst cave 7 is extruded and deformed, so that the settlement of the building 1 is caused; secondly, boulders, karst caves or gaps may still exist at the bottom of the raft foundation; and thirdly, the original deep foundation part is processed by filling and replacing the rubble concrete, the inner space of the rubble concrete is large, the strength dispersion is high, and uneven settlement is caused. How to lift the building is a technical problem to be solved. The applicant of the present application filed application No. 2019107366558 on 8/9/2019 describes a lifting method. The applicant further improves and optimizes the original lifting method to form a more economic and efficient lifting method.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a method for reinforcing and lifting a karst foundation high-rise building, which has the advantages that an integral composite foundation is formed below a building raft, and the lifting is more economical and efficient.
The above object of the present invention is achieved by the following technical solutions: the method comprises the following construction steps:
step 2, filling and reinforcing deep karst caves: and after the shallow layer reinforcement is finished, drilling downwards continuously, penetrating through the karst cave, and filling and reinforcing the karst cave and the broken gravel zone to form an integral stone body.
Step 3, stably lifting the middle layer: after the upper and lower two-layer reinforcement body is accomplished, in the settlement side carry out pressure slip casting in the middle foundation layer of stone body and strengthening layer, through continuous packing, the compaction of thick liquid to middle layer foundation soil, foundation soil compactness constantly increases to form and lift, utilize the stone body as the holding layer, make the settlement side of building steady lifting.
By the technical scheme, the shallow layer is reinforced and reinforced to play a role of a buffer zone during lifting operation, so that the lifting stress is more uniform; deep karst cave is filled and a stone body is formed to serve as a bearing layer stressed during lifting, the stone body serves as a whole plate structure to isolate the karst cave located in a deeper position, loads transmitted by a building are dispersed, and the problem that the karst cave collapses again under the condition of large local pressure is avoided. And the method forms the integral composite foundation below the building raft, thus being economical and more convenient for construction.
The invention is further configured to: and 3, the bottom of the grouting hole for pressure grouting in the step 3 extends into the position right below the bearing wall or the structural column on the settlement side of the building.
Through above-mentioned technical scheme, the bottom of transmission to bearing wall or structure post that the lifting force can be better for the lifting is more high-efficient.
The invention is further configured to: and 4, after the lifting height of the building meets the requirement, performing slurry supplement and reinforcement on the foundation below the full-plane foundation slab of the building to form an integral composite foundation reinforcement body.
Through above-mentioned technical scheme, fill the space that indoor bottom plate below formed behind the building lifting, carry out comprehensive slip casting to existing backfill stone simultaneously and fill for the ground is more closely knit, prevents the emergence that the building secondary subsides.
The invention is further configured to: drilling and grouting in the step 1 and the step 2 are carried out by adopting a drilling and grouting integrated machine, grouting is carried out in multiple sections in the vertical direction, and slurry is solidified in 30-60 s after being sprayed out from the orifice of a grouting pipe.
Through the technical scheme, the drilling section is reinforced, so that the foundation soil at the bottom of the building is reinforced in time, and the phenomenon that the building is accelerated to settle due to the disturbance of the drilling hole to the foundation soil is effectively avoided.
The invention is further configured to: step 1 adopts a forward layering reinforcement process.
Through above-mentioned technical scheme, because including former rubble concrete layer in the shallow layer ground, when the drilling rod creeps into and meets rubble, drilling rate is slow, and more water infiltration of drill bit department spun can soften the ground in the ground around to cause the building to subside with higher speed. And one section of advancing drilling is adopted for immediate grouting, and after the injected grout is quickly solidified, the strength of the foundation soil is improved, so that the stability of the building is effectively ensured.
The invention is further configured to: and 2, adopting a retreating type layering and reinforcing process.
Through above-mentioned technical scheme, on the one hand improved the efficiency of construction, on the other hand has made things convenient for and has filled up the space in the solution cavity.
The invention is further configured to: and 3, performing pressure grouting by adopting a drilling and grouting integrated machine, and performing sectional retreating type grouting lifting.
Through the technical scheme, the phenomenon that the slurry is split to the foundation when the slurry is continuously injected or the grouting pressure is increased at the same point is avoided, and a slurry leakage channel is formed. And the grouting is carried out by retreating for many times, so that the slurry more uniformly applies extrusion force to the surrounding foundation soil, and the lifting is more uniform.
The invention is further configured to: and 3, after the slurry of the pressure grouting in the step 3 is sprayed out from the orifice of the grouting pipe, pressing the slurry into the surrounding foundation soil, and solidifying within 5-30 s.
Through above-mentioned technical scheme, the thick liquid of rapid solidification can be better forms the extrusion to the foundation soil, along with the thick liquid constantly pours into, continuously carries out the application of force to the bottom of building, realizes the lifting.
The invention is further configured to: the range of the reinforcing layer and the stone body is larger than the plane area of the building bottom plate.
Through the technical scheme, the foundation area of the building is enlarged, the stability of the building is improved, and secondary settlement is avoided.
The invention is further configured to: and (3) after the step 2 is finished, grouting to form a curtain wall: drilling holes vertically downwards on the periphery of a bottom plate of a building foundation to form a plurality of spaced curtain holes; grouting into the curtain holes, wherein grouting ranges of two adjacent curtain holes are mutually occluded and overlapped to form a curtain wall, and the curtain wall encloses a stone body below the range of a bottom plate of a building foundation and a foundation layer in the middle of the reinforcing layer; and (4) injecting the slurry of the pressure grouting in the step (3) into the range of the curtain wall.
Through the technical scheme, the foundation soil at the bottom of the building is separated from the foundation soil outside the range of the building, so that the foundation soil inside the curtain is prevented from being interfered by the peripheral environment; moreover, the material of lifting pressure slip casting is all located the curtain wall, has prevented the outer scattering and the waste of material, and the soil body lateral stress that the curtain wall restriction lifting slip casting arouses simultaneously forms better upwards lifting force to improve the slip casting lifting effect. In addition, the curtain wall and inside composite foundation consolidate the reinforcement construction back for top load can wholly downwardly extending to the bottom of the knot stone body, then just begins to be the loudspeaker form distribution downwards according to certain angle in the ground, thereby has effectively reduced the influence that the building received peripheral solution cavity, has formed more firm ground structure.
In conclusion, the invention has the following beneficial effects:
1. the shallow reinforcing and strengthening layer plays a role in buffering, so that the lifting stress is more uniform, and the building is protected from being damaged; deep karst caves are filled to form a stone body serving as a bearing layer for bearing force during lifting, the karst caves positioned at deeper positions are isolated, the load transmitted by a building is dispersed, and the problem that the karst caves collapse again under the condition of high local pressure is solved; finally, an integral composite foundation is formed, so that the foundation structure of a building is reinforced, economy and saving are realized, and the construction is more convenient;
2. the reinforcing layer advances to slip casting, has prevented the settlement of the building in the course of strengthening; and due to the arrangement of retreating for many times during lifting, the surrounding soil body is more easily compacted, and the lifting is more efficient.
3. The setting up of curtain wall makes grouting material practice thrift more, has reduced the dispersion of extrusion force moreover for the lifting is even more high-efficient.
Drawings
FIG. 1 is a schematic view of a structure of a building on a karst foundation in the background art;
FIG. 2 is a schematic view of the present invention in elevation;
FIG. 3 is a schematic view of the lifting of the curtain wall after it is installed.
Reference numerals: 1. a building; 2. a base plate; 3. curtain walls; 31. a curtain hole; 4. a reinforcing layer; 5. a stone body; 6. lifting the hole; 7. karst cave; 91. a basal rock layer; 94. A rubble concrete layer; 95. a plain concrete layer.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Hereinafter, the bottom plate 2 of the building 1 represents the raft foundation in the background, and the concrete slab at the bottommost of the foundation, such as the box foundation of the building 1.
A method for reinforcing and lifting a karst foundation high-rise building comprises the following construction steps as shown in figure 2:
Step 2, filling and reinforcing the deep karst cave 7: and after the shallow layer reinforcement is finished, drilling downwards continuously, penetrating through the karst cave 7, and filling and reinforcing the broken gravel zones in the karst cave 7 and the bedrock layer 91 to form the integral stone body 5. Drilling and grouting in the step are carried out by adopting a drilling and grouting integrated machine, a retreating type layering reinforcing process is adopted, grouting is carried out in multiple sections in the vertical direction, and slurry is solidified in 30-60 s after being sprayed out from the orifice of a grouting pipe. The reinforcement depth is 10.0 m-19.0 m below the bottom of the building bottom plate 2 (the reinforcement depth of each hole is adjusted according to the field drilling condition to ensure that the hole penetrates through the karst cave 7 and enters the bedrock). When the deep karst cave 7 is filled and reinforced, when one section of reinforcement is completed, the drill rod is lifted upwards by 0.5-1.0 m, grouting reinforcement is continued, and the karst fracture zone is uniformly and compactly formed in a layer-by-layer reinforcement mode. Finally, the integral stone-forming body 5 forms, to a certain extent, a support layer of a certain thickness and sufficient load-bearing capacity, which support layer meets the requirements during the lifting of the building.
Step 3, stably lifting the middle layer: after the upper and lower two-layer reinforcement body is accomplished, from the ground drilling, form lifting hole 6, utilize lifting hole 6 to subside the side carry out pressure slip casting in the foundation layer in the middle of stone body 5 and strengthening layer 4, through continuous packing, the compaction of thick liquid to the foundation soil layer, the foundation soil layer forms along with the rising of pressure and the increase of closely knit degree and lifts power, makes the building lifting. The bottom of the lifting hole 6 extends directly below the load-bearing wall or structural column on the settling side of the building 1. And pressure grouting is carried out by adopting a drilling and grouting integrated machine, and the grouting is carried out in a sectional retreating mode and lifted. And (3) after the slurry of the pressure grouting is sprayed out from the orifice of the grouting pipe, pressing the slurry into the surrounding foundation soil, and solidifying within 5-30 s.
After grouting for a certain time, under the same pressure, the injection speed of the grout is continuously slowed, at the moment, the grouting pipe is retreated by 0.1-0.3 m, pressure grouting is continuously carried out, and after multiple retreats, the grout is continuously injected into the foundation soil layer to fill and compact the soil and the stones in the range, so that the building 1 is continuously lifted to the set lifting height. The grouting pressure setting principle in the pressure grouting process is as follows: reference pressure = gravity of the entire building 1/area of floor 22, and the grouting pressure in step 3 should be greater than the reference pressure and less than 1.8 times the reference pressure. The grouting pressure in the steps 1 and 2 and the grouting pressure in the step 4 are both smaller than or equal to the reference pressure.
And 4, after the building lifting height meets the requirement, performing secondary slurry filling reinforcement on the foundation below the full-plane foundation slab 2 of the building, particularly the foundation below the corner points and the bearing wall of the bearing column, and forming an integral composite foundation reinforcement body. Through the filling to the space that 2 below of indoor bottom plate formed and carry out comprehensive slip casting to existing backfill soil stone and fill for the ground is more closely knit, thereby makes the building foundation reach the mesh of subsiding stable requirement and rectifying, prevents the emergence that 1 secondary of building subsides.
Step 5, sealing the holes
After grouting, the orifice of the hole on the building bottom plate 2 is blocked and leveled by cement mortar with the same mark or higher mark relative to the building bottom plate 2.
The purpose of shallow layer reinforcement is to play a role of a buffer zone during lifting operation, so that the lifting stress is more uniform; the deep karst cave 7 is filled and forms a stone body 5 as a bearing layer for bearing force during lifting, and the stone body is used as a whole plate structure to isolate the karst cave 7 located in a deeper position, disperse the load transmitted by the building 1 and avoid the problem that the karst cave 7 collapses again under the condition of larger local pressure. And the method forms the integral composite foundation below the building raft, so that the gravity of the building 1 can integrally extend downwards to the bottom of the stone-forming body 5, and then the building starts to be distributed downwards in the foundation in a horn shape according to a certain angle, thereby effectively reducing the influence of the peripheral karst cave 7 on the building 1 and forming a more stable foundation structure. In addition, the lifting method is more economical and more convenient to construct.
Building settlement monitoring in construction process
(1) Arranging a plurality of monitoring points around the building, and observing the settlement deformation condition of the building in time to guide grouting operation;
(2) the building is monitored in real time in the construction process, intermittent circular lifting is adopted, and the lifting height is not more than 10mm each time.
(3) In the lifting process, when the lifting height is close to the target elevation of 1.0-2.0 cm, the grouting pressure is immediately reduced, grouting is slowly carried out, the foundation is uniformly and slowly lifted and leveled, and elevation control can be carried out through double monitoring of a precise level gauge and a level laser.
(4) The completion of the project should be monitored continuously until settlement is stable.
Example 2:
a reinforcing and lifting method of a karst cave 7 foundation high-rise building 1 is different from the method of the embodiment 1 in that as shown in figure 3: after the step 2 is finished, grouting to form a curtain wall 3: drilling holes vertically downwards at the periphery of a bottom plate 2 of a building foundation to form a plurality of spaced curtain holes 31; grouting is carried out in the curtain holes 31 by adopting a jump hole normal method, grouting ranges of two adjacent curtain holes 31 are mutually occluded and overlapped to form a curtain wall 3, and the curtain wall 3 encloses a rock structure 5 and a foundation layer in the middle of the reinforcing layer 4 below the range of the bottom plate 2 of the building foundation; the slurry of the pressure grouting in the step 3 is completely injected in the range of the curtain wall 3.
The curtain wall 3 separates the foundation soil at the bottom of the building 1 from the foundation soil outside the range of the foundation soil, so that the foundation soil inside the curtain is prevented from being interfered by the peripheral environment; moreover, the lifting pressure grouting materials are all positioned in the curtain wall 3, so that the outward scattering and waste of the materials are prevented; in addition, after the curtain wall 3 and the internal composite foundation reinforcing body are constructed, the gravity of the building 1 can more effectively extend downwards to the bottom of the stone body 5, and then the building starts to be distributed downwards in the foundation according to a certain angle in a horn shape, so that the influence of the peripheral karst cave 7 on the building 1 is effectively reduced, and a more stable foundation structure is formed.
Furthermore, it should be noted that for uniform lifting of the building 1, a sufficiently rigid landing is required on top of the grouting lifting area. If a thick weak layer exists between the foundation of the building 1 and the grouting lifting area, the lifting force of grouting causes the weak layer to generate great deformation, so that the aim of lifting cannot be achieved, and the foundation soil sinks. According to the invention, the stress layer (namely the reinforcing layer 4) with certain rigidity is formed by shallow grouting reinforcement, so that the jacking effect is achieved, and the safety of the building 1 in the lifting process is ensured.
The above grouting operation preferably adopts double-slurry grouting, the double-slurry grouting is named as slurry A and slurry B respectively, the two kinds of slurry reach the slurry outlet of the grouting pipe from different channels of the drill rod respectively, the surrounding soil body is pressed into the slurry outlet, the two kinds of slurry are converged in the soil body and then undergo chemical reaction, 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 solidification of the grouting liquid mentioned above represents initial setting, as long as the grouting liquid is not liquid but solid having a certain strength after rapid initial setting, and the main purpose is to prevent the softening influence of the liquid grouting liquid on the foundation of the building 1.
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 urea and sodium tripolyphosphate; the water reducing agent is a polycarboxylic acid 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. Preferably, when the pressure grouting is carried out in the lifting process, less water is added, so that the concentration of the grouting liquid is increased, and the surrounding soil is better extruded (for example, the A grout and the B grout are 100:40 in weight ratio to the water respectively); in other grouts, more water is added and the grout concentration is less (e.g., 100:50 by weight for slurry a and slurry B, respectively, with water).
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (10)
1. A method for reinforcing and lifting a karst foundation high-rise building is characterized by comprising the following steps: the method comprises the following construction steps:
step 1, shallow layer reinforcement: firstly, reinforcing treatment is carried out in rubble concrete under a building bottom plate (2) to form a reinforcing layer (4), so that the compactness and the rigidity of a foundation soil layer are improved;
step 2, filling and reinforcing the deep karst cave (7): after shallow layer reinforcing is finished, drilling downwards continuously, penetrating through the karst cave (7), and filling and reinforcing the karst cave (7) and the broken gravel zone to form an integral stone body (5);
step 3, stably lifting the middle layer: after the upper and lower two-layer reinforcement body is finished, pressure grouting is carried out in the middle foundation layer of the stone-forming body (5) and the reinforcing layer (4) on the settlement side, the middle foundation soil is continuously filled and compacted through slurry, the compactness of the foundation soil is continuously increased, lifting force is formed, and the stone-forming body (5) is used as a bearing layer to stably lift the settlement side of the building (1).
2. The method for reinforcing and lifting a karst foundation high-rise building according to claim 1, wherein the method comprises the following steps: and 3, the bottom of the grouting hole for pressure grouting in the step 3 extends into the position right below the bearing wall or the structural column on the settlement side of the building (1).
3. The method for reinforcing and lifting a karst foundation high-rise building as claimed in claim 2, wherein: and 4, after the lifting height of the building meets the requirement, performing slurry supplement and reinforcement on the foundation below the full-plane foundation slab (2) of the building to form an integral composite foundation reinforcement body.
4. The method for reinforcing and lifting a karst foundation high-rise building according to claim 1, wherein the method comprises the following steps: drilling and grouting in the step 1 and the step 2 are carried out by adopting a drilling and grouting integrated machine, grouting is carried out in multiple sections in the vertical direction, and slurry is solidified in 30-60 s after being sprayed out from the orifice of a grouting pipe.
5. The method for reinforcing and lifting a karst foundation high-rise building as claimed in claim 4, wherein: step 1 adopts a forward layering reinforcement process.
6. The method for reinforcing and lifting a karst foundation high-rise building as claimed in claim 4, wherein: and 2, adopting a retreating type layering and reinforcing process.
7. The method for reinforcing and lifting a karst foundation high-rise building according to claim 1, wherein the method comprises the following steps: and 3, performing pressure grouting by adopting a drilling and grouting integrated machine, and performing sectional retreating type grouting lifting.
8. The method for reinforcing and lifting a karst foundation high-rise building according to claim 1, wherein the method comprises the following steps: and 3, after the slurry of the pressure grouting in the step 3 is sprayed out from the orifice of the grouting pipe, pressing the slurry into the surrounding foundation soil, and solidifying within 5-30 s.
9. The method for reinforcing and lifting a karst foundation high-rise building according to claim 1, wherein the method comprises the following steps: the range of the reinforcing layer (4) and the stone body (5) is larger than the plane area of the building bottom plate (2).
10. The method for reinforcing and lifting a karst foundation high-rise building according to claim 1, wherein the method comprises the following steps: and (3) after the step 2 is finished, grouting to form a curtain wall (3): drilling holes vertically downwards on the periphery of a bottom plate (2) of a building foundation to form a plurality of spaced curtain holes (31); grouting into the curtain holes (31), wherein grouting ranges of two adjacent curtain holes (31) are mutually occluded and overlapped to form a curtain wall (3), and the curtain wall (3) encloses a stone body (5) below the range of a bottom plate (2) of a building foundation and a foundation layer in the middle of a reinforcing layer (4); and (3) injecting the slurry of the pressure grouting in the step (3) into the range of the curtain wall (3).
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113700060A (en) * | 2021-10-09 | 2021-11-26 | 北京恒祥宏业基础加固技术有限公司 | Grouting leveling lifting method for protecting underground pipeline |
| US20220145575A1 (en) * | 2019-08-09 | 2022-05-12 | Beijing Hengxiang Hongye Foundation Reinforcement Technology Co., Ltd. | High-rise building settling reinforcing and lifting correcting construction method |
| US20220145576A1 (en) * | 2019-08-09 | 2022-05-12 | Beijing Hengxiang Hongye Foundation Reinforcement Technology Co., Ltd. | Precise lifting method and lifting and reinforcing structure for plant equipment foundation |
| WO2023155851A1 (en) * | 2022-02-16 | 2023-08-24 | 北京恒祥宏业基础加固技术有限公司 | Engineering method for settlement reinforcement and lifting of residential building foundation |
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| US20220145575A1 (en) * | 2019-08-09 | 2022-05-12 | Beijing Hengxiang Hongye Foundation Reinforcement Technology Co., Ltd. | High-rise building settling reinforcing and lifting correcting construction method |
| US20220145576A1 (en) * | 2019-08-09 | 2022-05-12 | Beijing Hengxiang Hongye Foundation Reinforcement Technology Co., Ltd. | Precise lifting method and lifting and reinforcing structure for plant equipment foundation |
| US11732434B2 (en) * | 2019-08-09 | 2023-08-22 | Beijing Hengxiang Hongye Foundation Reinforcement Technology Co., Ltd. | High-rise building settling reinforcing and lifting correcting construction method |
| US11746496B2 (en) * | 2019-08-09 | 2023-09-05 | Beijing Hengxiang Hongye Foundation Reinforcement Technology Co., Ltd. | Precise lifting method and lifting and reinforcing structure for plant equipment foundation |
| CN113700060A (en) * | 2021-10-09 | 2021-11-26 | 北京恒祥宏业基础加固技术有限公司 | Grouting leveling lifting method for protecting underground pipeline |
| WO2023155851A1 (en) * | 2022-02-16 | 2023-08-24 | 北京恒祥宏业基础加固技术有限公司 | Engineering method for settlement reinforcement and lifting of residential building foundation |
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