WO2021027025A1 - 一种高层建筑沉降加固抬升纠偏的施工方法 - Google Patents

一种高层建筑沉降加固抬升纠偏的施工方法 Download PDF

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Publication number
WO2021027025A1
WO2021027025A1 PCT/CN2019/107378 CN2019107378W WO2021027025A1 WO 2021027025 A1 WO2021027025 A1 WO 2021027025A1 CN 2019107378 W CN2019107378 W CN 2019107378W WO 2021027025 A1 WO2021027025 A1 WO 2021027025A1
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Prior art keywords
grouting
lifting
building
hole
foundation
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PCT/CN2019/107378
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English (en)
French (fr)
Inventor
崔学栋
吴继光
崔腾跃
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北京恒祥宏业基础加固技术有限公司
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Publication of WO2021027025A1 publication Critical patent/WO2021027025A1/zh
Priority to US17/580,782 priority Critical patent/US11732434B2/en

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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
    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/34—Foundations for sinking or earthquake territories
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
    • 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
    • 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

Definitions

  • the invention relates to the technical field of uplifting correction and reinforcement of subsidence buildings, in particular to a construction method for settlement reinforcement, lifting and correction of high-rise buildings.
  • a high-rise building 1 is a raft foundation.
  • Below the raft foundation ie, bottom plate 2 are a 50cm thick plain concrete layer 95, a 5-6m thick rubble concrete layer 94 and a broken bedrock layer 91. .
  • the small karst caves 7 in the range of the bottom plate 2 were filled before the construction of the building 1, but the surrounding karst caves 7 outside the range of the bottom plate 2 were not processed.
  • the surrounding caves 7 are squeezed and deformed, thereby causing the settlement of the building 1.
  • FIGs 2 and 3 there is an 11-storey small high-rise building 1 located in a half-excavated and half-filled area.
  • the west side of the building 1 is the excavation area, and the east side is the filling area.
  • the original geographical feature below the river is 10.
  • the foundation form of building 1 is a raft foundation (namely bottom plate 2).
  • the purpose of the present invention is to provide a construction method for the settlement reinforcement and lifting correction of high-rise buildings. Its advantage is that it can lift and correct the subsidence of the building and strengthen it, and the lifting process has little impact on the building. , The foundation of the building is strengthened after lifting to prevent secondary settlement.
  • Step 1 Form the curtain wall: Drill holes vertically downwards around the bottom plate of the building foundation to form multiple spaced curtain holes; grouting into the curtain holes, and the grouting ranges of two adjacent curtain holes overlap each other. Forming a curtain wall, which encloses the foundation soil below the bottom plate of the building foundation;
  • Step 2 Open multiple vertical reinforcement grouting holes on the bottom plate of the building foundation, and grouting in the reinforcement grouting holes to reinforce all the soil near the bottom plate to form reinforcement;
  • Step 3 Lifting grouting: Drill down to form a lifting hole.
  • the lifting hole penetrates from the ground to a certain depth below the bottom of the solidification.
  • the bottom of the lifting hole is higher than the bottom of the curtain wall.
  • Pressure injection is carried out to the bottom of the lifting hole.
  • the injected grout quickly solidifies and continuously fills and compacts the foundation soil in the curtain wall.
  • the foundation soil in the curtain wall forms with the increase in pressure and density. Lifting force, the building gradually rises to the set lifting height.
  • the present invention is further configured as follows: in step 2, the solidification grouting is carried out by a drilling-injection integrated machine, and the forward grouting is adopted, and the grouting is carried out in multiple sections in the vertical direction. After the grout is sprayed from the nozzle of the grouting pipe, 30- Solidified within 60s.
  • one section of drilling is to reinforce one section, and the foundation soil at the bottom of the building is reinforced in time, which effectively avoids the disturbance of the foundation soil due to drilling, which causes accelerated building settlement.
  • the present invention is further configured as follows: the pressure grouting to the bottom of the lifting hole is carried out by using a drilling and injection integrated machine, and the stepwise backward grouting is lifted.
  • the present invention is further configured as follows: the foundation soil includes a backfilled soil and rock layer, and the bottom of the backfilled soil and rock layer includes a soft soil layer; in step 2, the reinforcement grouting hole is deepened to the bottom of the backfilled soil and rock layer, so that the backfilled soil and rock in the curtain wall All the solids are formed; in step 3, the lifting grouting hole extends into the soft soil layer for pressure grouting.
  • pressure grouting in the interlayer between the reinforcement and the bedrock layer makes the uplifting more effective; the soft soil layer is more easily deformed than the backfilled schist, and can be compressed on the curtain wall
  • the upward lifting force is formed more efficiently within the building; in addition, the backfilled soil and rock layers under the bottom of the building's floor are all reinforced to form a dense foundation structure, which effectively prevents the secondary settlement of the building.
  • the present invention is further arranged as follows: the curtain hole goes deep into the bedrock layer.
  • the grouting leakage at the junction of the curtain wall and the bedrock layer can be effectively prevented, and the curtain wall embedded in the bedrock layer can effectively prevent the bottom of the curtain wall from being displaced outward when the grouting is lifted.
  • the present invention is further configured as follows: when there is a cave just below the curtain hole, the curtain hole goes deep to the bottom of the cave.
  • the karst caves are simultaneously grouted and filled compactly to prevent the karst caves from affecting the building.
  • the present invention is further configured as follows: in step 3, a hole is drilled obliquely downward from the edge of the bottom plate of the building foundation and the curtain wall to form a lifting hole, and the lifting hole extends to the bottom of the reinforcement.
  • the present invention is further configured as follows: the lifting hole extends directly under the bearing wall or structural column of the building.
  • the upward force is better transmitted to the vertical main force-receiving structure, which makes the lifting more efficient and saves materials.
  • the present invention is further arranged as follows: the foundation soil includes a backfilled soil and rock layer, after the lifting height reaches the requirement, the hole position of the original reinforced grouting hole of the building is continuously drilled down to the bottom of the backfilled soil and rock layer, and the grouting is returned in layers. All backfilled earth and rocks within the scope of the bottom plate will be fully reinforced.
  • the voids formed under the indoor floor after the building is lifted are filled, and the existing backfilled earth and rock are fully grouted and filled at the same time, so that the foundation is more dense and the secondary settlement of the building is prevented.
  • the invention is further configured to: after the lifting height reaches the requirement, grouting is drilled under the four corners of the building and/or the main indoor load-bearing wall to form an irregular composite pile foundation, and the building is supported and reinforced.
  • the present invention has the following beneficial effects:
  • the curtain wall isolates the soil below the bottom plate from the soil outside the bottom plate, providing a closed environment for solidification and lifting grouting, avoiding interference from the surrounding environment and saving grouting materials; suitable for river channels The uplift of buildings constructed on the fill and on the foundation of the karst cave;
  • the reinforcement can protect the bottom plate while transmitting the upward lifting force, and on the other hand, it can strengthen the soil below the bottom plate and prevent the building from secondary settlement;
  • Supplementary grouting and composite pile foundation effectively strengthen the foundation and prevent secondary settlement of the building
  • Figure 1 is a schematic diagram of the structure of a settlement building with karst caves in the foundation in the background technology
  • Figure 2 is a schematic plan view of half of the buildings built on the backfilled river in the background technology
  • Figure 3 is a schematic diagram of the geological section of the bottom half of the building built on the backfilled channel in the background technology
  • Figure 4 is a schematic diagram of the grouting hole for the construction curtain in the first embodiment
  • Figure 5 is a schematic diagram of the construction of curtain wall formation and solidification and lifting and grouting in the first embodiment
  • Figure 6 is a schematic diagram of grouting reinforcement construction in the first embodiment
  • Figure 7 is a schematic diagram of composite pile foundation construction
  • 8-9 is a schematic plan view of the curtain wall and reinforcement grouting hole and lifting hole in the second embodiment
  • 10 is a schematic cross-sectional view of reinforcement and lifting in the second embodiment
  • Figure 11 is a schematic plan view of a corner of a building located on a backfilled river in the third embodiment
  • FIG. 12 is a schematic plan view of the L-shaped curtain wall, reinforced grouting holes and lifting holes in the third embodiment
  • FIG. 13 is a schematic plan view of the enclosed curtain wall formed around the floor of the building in the fourth embodiment
  • Fig. 14 is a schematic plan view of the enclosed curtain wall formed on the raised side of the building in the fourth embodiment.
  • the bottom plate 2 of the building 1 represents the raft foundation in the background, and the bottom concrete slab of the foundation such as the box foundation of the building 1.
  • the foundation soil including the original foundation or the foundation processed by the process of compaction piles or dynamic compaction, can also be the "backfilled soil and rock layer” foundation formed by backfilling on the original foundation.
  • "Backfilled soil and rock layer” represents one or more backfill structures such as backfilled soil, backfilled crushed stone, backfilled rubble, or backfilled rubble concrete.
  • the "base rock layer 91" in this application not only represents a high-strength bedrock in the true sense, but also represents an undisturbed soil layer with a high bearing capacity.
  • a construction method for settlement reinforcement, lifting and correction of high-rise buildings includes the following construction steps:
  • Step 1 Form the curtain wall 3: As shown in Figures 4 and 5, drill holes vertically down around the bottom plate 2 of the foundation of the building 1 to form a plurality of spaced curtain holes 31; the holes are located about 2.0m away from the outer wall ⁇ 2.7m, the hole spacing is 2.0m.
  • the drilling depth is determined according to the geological survey data and the actual drilling situation on site.
  • the curtain hole 31 penetrates 1m into the base rock layer 91.
  • the curtain hole 31 goes deep to the cave 7.
  • the curtain hole 31 is constructed by the skip hole method, and the curtain hole 31 is grouted with a drilling and injection integrated machine.
  • the grouting ranges of two adjacent curtain holes 31 overlap each other to form a curtain wall 3 with an effective thickness of 3.0m.
  • the curtain wall 3 encloses the rubble concrete layer 94 below the range of the bottom plate 2 of the foundation of the building 1.
  • the grouting pressure in the curtain hole 31 is determined according to the design thickness of the curtain wall and the stratum, and is generally 0.3-0.5 MPa.
  • Step 2 Open a plurality of vertical reinforcement grouting holes 41 on the bottom plate 2 of the building 1, and the reinforcement grouting holes 41 are arranged in a plum blossom shape of 3.0 ⁇ 2.8m, and the holes are drilled vertically. Extend into the rubble concrete layer 94. Then grouting is carried out in the reinforced grouting hole 41, and the range of 2.0m below the bottom plate 2 is grouted and reinforced, and the voids in the rubble concrete in this range are filled and compacted to form a solid 4; the purpose is to improve the backfilling The compactness and rigidity of the stone concrete layer 94; it acts as a buffer zone during the lifting operation, so that the lifting force is more uniform.
  • the grouting of the solid 4 is carried out by a drilling and injection integrated machine, using forward grouting, and grouting is carried out in multiple sections in the vertical direction. After the grout is sprayed from the nozzle of the grouting pipe, it solidifies within 30-60 seconds. The depth of each advancement can be 30-50cm.
  • Step 3 Lifting grouting: As shown in Figure 5, after the construction of the reinforcement 4 in step 2 is completed for 12 hours to 24 hours, holes are laid on the settlement side of the building 1, and the lifting holes 6 are drilled. 2.89m, the hole spacing is 4m. The lifting hole 6 is inclined downward from the ground and reaches 3-5m below the bottom of the reinforcement 4, and the angle of the hole is such that the bottom of the hole extends directly below the load-bearing wall or structural column of the building 1. The bottom of the lifting hole 6 is higher than the bottom of the curtain wall 3. The drilling and grouting of the lifting hole 6 is carried out by a drilling and grouting integrated machine, and the reinforced concrete structure such as the raft foundation is avoided during the drilling process to prevent the sticking of the drill.
  • the grout is continuously injected into the curtain wall 3 Inside, the backfilled earth and rocks in the range are filled and compacted, so that the building 1 is continuously raised to the set lifting height.
  • the bottom of the lifting hole 6 extends to 3-5m below the bottom of the reinforcement 4, each time The distance of retreat can also be adjusted according to the actual situation.
  • the grouting pressure should be greater than the reference pressure and less than 1.8 times the reference pressure.
  • the grouting pressure in the reinforced grouting hole 41 in step 2 and the reinforcing grouting pressure in step 4 should be less than or equal to the reference pressure.
  • the original hole position of the reinforced grouting hole 41 in the building 1 is continued to be drilled down to the bottom of the backfilled rubble concrete, the grouting is returned in layers, and the bottom plate 2 All backfilled earth and rocks within the range are fully reinforced to improve the stiffness, density and bearing capacity of the foundation, and prevent secondary subsidence.
  • the pressure of filling and grouting is 0.3-0.5MPa.
  • Step 5 Grouting to form composite pile foundation 5: As shown in Figure 7, in order to ensure the overall stability and durability of the building foundation, 8 irregular composite pile foundations were constructed at the four corners of building 1 and under the main indoor load-bearing walls 5. Through repeated backward and forward grouting, the composite pile foundation 5 is formed and filled with karst cracks. The effective diameter of the irregular composite pile foundation 5 is not less than 3.0m, and the depth of the composite pile foundation 5 is 15.0m below the bottom plate 2.
  • the irregular composite pile foundation 5 and the composite foundation reinforcement body formed by grouting in steps 2 and 4 form a whole to bear the upper load, and support and strengthen the building 1 to meet the overall stability and durability requirements of the reinforcement area.
  • the application numbers are: 2019105172878 and 2019105180291 respectively.
  • the implementation principle of this embodiment is as follows: lifting grouting is carried out in the enclosed curtain wall 3, and the grout injected into the curtain continuously solidifies and squeezes the surrounding soil. Due to the isolation of the curtain wall 3, the grout will not disperse. Moreover, the direction of soil extrusion is restricted by the curtain wall 3, so that the extrusion direction is mainly concentrated downward and upward. The upward force acts on the stiffening body 4, and the stiffening body 4 moves upward and drives the building 1 above it to rise synchronously to achieve the purpose of lifting and correcting tilt.
  • the curtain wall 3 also forms a barrel structure, which changes the distribution of the gravity of the building 1 in the foundation. Comparing Fig. 1 with Fig. 7, in Fig. 1, before the lifting and reinforcement, the gravity of the building 1 starts from the bottom plate 2 and distributes downward in a horn shape, which will squeeze the cave 7 around the building 1 and cause the settlement of the building 1 . In Figure 7, after the construction of the curtain wall 3 and the internal composite foundation reinforcement body, the gravity of the building 1 can extend down to the bottom of the curtain wall 3 as a whole, and then it starts to distribute downward in a horn shape, thereby effectively reducing As a result, the building 1 is affected by the surrounding karst cave 7, forming a more stable foundation structure.
  • the method of reinforcement and elevation includes the following construction steps:
  • Step 1 Form the curtain wall 3: Combining Figures 8-10, drill a hole vertically downwards around the bottom plate 2 of the foundation of the building 1 to form a plurality of spaced curtain holes 31 in the filling area. The bottom of the square. Then grouting is injected into the curtain hole 31. The grouting ranges overlap each other to form a U-shaped curtain wall 3.
  • the curtain wall 3 encloses the backfill soil and stone layer below the base plate 2 of the foundation of the building 1, and covers the scope of the building 1. Backfill earth and rock inside and outside are isolated.
  • the curtain hole 31 penetrates into the base rock layer 91 below the bottom of the fill, and the bottom end of the curtain wall 3 after grouting can form a connecting pile 32 that extends into the base rock layer 91, thereby preventing the curtain wall 3
  • the bottom of the bottom moves horizontally.
  • Step 2 Form reinforcement 4: In the filling area inside the curtain wall 3, a number of vertical reinforcement grouting holes 41 are opened on the bottom plate 2 of the foundation of the building 1, and the reinforcement grouting holes 41 penetrate deep to the bottom of the backfilled soil and rock layer. At the bottom, pressure grouting is performed in the reinforcement grouting hole 41 to reinforce the backfilled rubble concrete layer 94, the rubble layer 93 and the soft soil layer 92 below the bottom plate 2 to form a reinforcement 4.
  • Step 3 Lifting and grouting:
  • step 3 a hole is drilled obliquely downward from the edge of the bottom plate 2 of the foundation of the building 1 and the curtain wall 3 to form a lifting hole 6, which extends into the soft soil at the bottom of the reinforcement 4.
  • pressure grouting is performed in the interlayer between the reinforcement 4 and the bedrock layer 91 (ie, the soft soil layer 92).
  • the force Push the stiffener 4 upwards vertically and drive the building 1 above it to move upwards synchronously.
  • the building 1 is gradually raised to the set lifting height, then the grouting is stopped, and the lifting grouting pipe is pulled out.
  • the soft soil layer 92 is easier to deform than backfilled rubble, and after being compressed, it can form an upward lifting force in the curtain wall more efficiently.
  • the lifting hole 6 extends directly below the outer bearing wall 11 of the building 1 so that the lifting force can lift the building 1 more efficiently.
  • the grouting pressure of various grouting in this embodiment refers to the first embodiment.
  • the implementation principle of this embodiment is: forming a three-sided curtain wall 3 by grouting, and forming an enclosure after being connected to the excavation area, and at the same time lifting the building 1 to the bottom soil of the side floor 2 and the outside of the building 1. Fill soil for isolation. Lifting grouting is carried out in the enclosed curtain wall 3. The grout injected into the curtain continuously solidifies and squeezes the surrounding soil. Due to the isolation of the curtain wall 3, the grout will not spread out, and the direction of soil squeezing is affected The constraints of the curtain wall 3 make the extrusion direction mainly focus on downward and upward. The upward force acts on the stiffening body 4, and the stiffening body 4 moves upward and drives the building 1 above it to rise synchronously to achieve the purpose of lifting and correcting tilt.
  • the curtain wall 3 also plays the role of isolating the internal and external soil, avoiding the influence of the external environment on the grouting when the curtain wall 3 is grouted. For example, it can isolate the interference of underground rivers and prevent the grouting liquid from being Washed away.
  • the bottom plate 2 of the foundation of the building 1 is all located on the backfilled soil and rock layer.
  • the figure shows the overall settlement of building 1, which needs to be lifted as a whole. Therefore, a closed curtain wall 3 is constructed around the bottom plate 2 of the foundation of the building 1, and the soil below the bottom plate 2 is grouted to form a reinforcement 4, and then a lifting hole 6 is used, and lifting grouting is performed.
  • the curtain hole 31 may be selected not to go deep into the base rock layer 91.
  • the composite pile foundation 5 to the base rock layer 91 and other supporting layers are constructed to prevent secondary settlement of the building 1.
  • the schematic situation in the figure is that the building 1 is all located on the backfilled soil and rock layer in the fill area, but only one side has settlement, and only that side needs to be raised. Therefore, a curtain wall 3 can be constructed on the bottom plate 2 on the lifting side of the building 1 and the periphery of the bottom plate 2, and then the reinforcement 4 can be carried out under the bottom plate 2 in the curtain, or all the soil below the bottom plate 2 can be reinforced. Finally, the lifting hole 6 is constructed on the lifting side to the bottom of the load-bearing wall, and pressure grouting is performed to lift the building 1.
  • the slurry used for the solidification 4 grouting is a quick-setting type.
  • the slurry is sprayed from the nozzle of the grouting pipe and solidifies within 30-60 seconds.
  • the slurry used for grouting can be a single slurry or a double slurry. When dual grouts are used, different grouts reach the grout outlet through different channels of the double-layer grouting pipe, and are pressed into the soil together after the grout outlet merges, and a solidification reaction occurs.
  • drilling machines such as water drills can be used to open the bottom plate 2, and then use a drilling and injection integrated machine to reinforce the grouting hole 41 and the reinforcement 4, and perform multiple injections in multiple vertical sections.
  • Pulp The backward grouting process can be used, that is, one-time drilling to the designed hole depth, and then the drill pipe (that is, the grouting pipe) is retracted and grouted in sections; or the forward grouting process can be used, that is, drilling for one section, A section of grouting.
  • the distance that the drill rod advances or retreats should be less than the spreading radius of the slurry.
  • the backfilled soil and rock layer includes schist or block stone
  • forward drilling and grouting is preferred, because when drilling the block stone, too much water from the end of the drill pipe will cause the surrounding soil to soften.
  • One-stage grouting can effectively prevent the accelerated settlement of the building 1.
  • the backward grouting process can be used, which is convenient and more efficient.
  • the grouting liquid in the lifting hole 6 is also preferably a quick-setting type, which can solidify within 5-30 seconds.
  • double grout grouting is used. Different slurries reach the grout outlet through different channels of the double-layer grouting pipe, and are pressed into the soil together after the grout outlet merges, and a solidification reaction occurs.
  • the two slurries mentioned above are named A slurry and B slurry respectively.
  • the two slurries reach the grout outlet of the grouting pipe from different passages of the drill pipe, and are pressed into the surrounding soil at the grout outlet.
  • the two slurries are in the soil.
  • a chemical reaction occurs after the middle confluence, and the initial setting is completed in a short time.
  • the grouting solution can meet the requirements of the initial setting time and has good permeability, it can be any of the existing technologies.
  • the solidification of the grouting liquid mentioned above represents the initial setting.
  • the main purpose is to prevent the liquid grouting liquid from affecting the building. The softening effect caused by the foundation.
  • a slurry is composed of the following raw materials by weight: 70-90 parts of metal oxides and/or metal hydroxides, 0.5-1.2 parts of composite retarder, 0.5-1.2 parts of water reducing agent 0.7, acid-base buffering agent 0.7-1.5, compound stabilizer 3-5, compound surfactant 0.5-1.5.
  • the metal oxide can be a combination of any two of magnesium oxide, aluminum oxide, and magnesium phosphate;
  • the composite retarder is urea and sodium tripolyphosphate;
  • the water reducing agent is a polycarboxylic acid water reducing agent;
  • the acid-base buffering agent is carbonic acid Magnesium or potassium hydroxide;
  • composite stabilizer is at least two of hydroxymethyl cellulose, n-alkyl cetyl alcohol, starch ether and cellulose ether;
  • composite surfactant is alkyl polyoxyethylene ether, benzyl phenol At least two of polyoxyethylene ether and alkyl sulfonate.
  • the B slurry is composed of the following raw materials in parts by weight: 30-40 parts of phosphate and 0.2-1 part of defoamer.
  • the phosphate can be diammonium hydrogen phosphate or potassium dihydrogen phosphate
  • the defoamer can be a silicone defoamer or a polyether defoamer.
  • a slurry and B slurry are mixed with water in a weight ratio of 100:40 ⁇ 50 to form a slurry, which is pressed into the grouting pipe through different pipelines until the slurry outlet merges and reacts and solidifies in the soil.
  • the difference in the initial setting time of the composite slurry is mainly realized by adjusting the specific gravity of the composite retarder.
  • less water is added to increase the concentration of the grouting liquid to better squeeze the surrounding soil (for example, the ratio of A slurry and B slurry to water is 100:40 by weight respectively. );
  • add more water and lower the concentration of the grouting liquid for example, the ratio of A slurry and B slurry to water is 100:50 by weight).

Abstract

一种高层建筑沉降加固抬升纠偏的施工方法，其包括以下步骤：在建筑物（1）底板（2）周围竖直向下钻孔，形成多个间隔的深入地基土的帷幕孔（31）；向帷幕孔（31）内注浆，注浆范围相互咬合重叠，形成帷幕墙（3），该帷幕墙（3）将建筑物（1）基础的底板（2）以下的地基土进行围闭，并将建筑物（1）范围内外的地基土隔离；在底板（2）上开设多个竖向的加固注浆孔（41），并进行注浆，将靠近底板（2）的土体全部加固，形成加固体（4）；向下钻孔，形成抬升孔（6），抬升孔（6）深入至加固体（4）的底部，向抬升孔（6）底部进行压力注浆，随着帷幕墙（3）内浆液的不断增加并快速凝固，地基土不断被填充、挤密，并形成抬升力，建筑物（1）逐渐抬升至设定的抬升高度，该施工方法能够有效地将建筑物进行抬升，并能够防止二次沉降的产生。

Description

一种高层建筑沉降加固抬升纠偏的施工方法 技术领域
本发明涉及沉降建筑物抬升纠偏加固的技术领域，特别涉及一种高层建筑沉降加固抬升纠偏的施工方法。
背景技术
目前，如图1所示，某高层建筑物1为筏板基础，筏板基础(即底板2)以下依次为50cm厚素混凝土层95、5-6m厚毛石混凝土层94和破碎基岩层91。在破碎基岩层91内存在多个小型溶洞7，该建筑物1施工前对底板2范围内的小型溶洞7进行了填充处理，但是对底板2范围外的周边溶洞7未处理。建筑物1施工过程中，由于建筑物1的重力向下喇叭状外扩，周边溶洞7受到挤压变形，从而引起了建筑物1的沉降。
此外，如图2与图3所示，有一座11层小高层建筑物1位于某地的半挖半填区域，建筑物1的西侧为挖方区域，东侧为填方区域，填方区域的下方原有地域风貌为河道10。如图3所示，建筑物1基础形式为筏板基础(即底板2)，建筑物1东侧填方区域的底板2以下从上至下依次为毛石混凝土层94、片石层93、软土层92和基岩层91；建筑物1西侧底板2以下从上至下依次为毛石混凝土层94和基岩层91；现建筑物1出现不均匀沉降，东侧最大沉降量为50mm～80mm，西侧略微沉降，需对该建筑物1东侧进行抬升处理。
如何对这两个建筑物1进行抬升纠偏及加固是需要解决的技术问题。
发明内容
针对现有技术存在的不足，本发明的目的在于提供一种高层建筑沉降加固抬升纠偏的施工方法，其优点是能够对沉降的建筑物进行抬升纠偏，并进行加固，抬升过程对建筑物影响小，抬升后建筑物的基础得到加固，防止二次沉降。
本发明的上述目的是通过以下技术方案得以实现的：包括以下步骤：
步骤1、形成帷幕墙：在建筑物基础的底板四周竖直向下钻孔，形成多个间隔的帷幕孔；向帷幕孔内注浆，相邻两个帷幕孔的注浆范围相互咬合重叠，形成帷幕墙，所述帷幕墙将建筑物基础的底板范围以下的地基土进行围闭；
步骤2、形成加固体：在建筑物基础的底板上开设多个竖向的加固注浆孔，在加固注浆孔内注浆，将靠近底板的土体全部加固，形成加固体；
步骤3、抬升注浆：向下钻孔，形成抬升孔，抬升孔从地面深入至加固体的底部以下一定深度，抬升孔的孔底高于帷幕墙的墙底，向抬升孔底部进行压力注浆，随着帷幕墙内浆液的不 断增加，注入的浆液快速凝固并对帷幕墙内地基土不断的填充、挤密，帷幕墙内的地基土随着压力的升高和密实度的增加，形成抬升力，建筑物逐渐抬升至设定的抬升高度。
通过上述技术方案，向抬升孔底部进行压力注浆，随着帷幕墙内浆液的不断增加并快速凝固，帷幕墙内的地基土受到填充挤压，加之帷幕墙的约束，所以形成了向上的抬升力，并作用在加固体上；抬升力推动加固体向上移动且带动其上部的建筑物同步向上抬升，最终建筑物逐渐抬升至设定的抬升高度；同时帷幕墙将底板以下的地基土与底板以外的地基土进行隔离，为加固体和抬升的注浆提供了封闭的环境，避免受到外围环境的干扰，防止了注浆液的流失，节约了注浆材料；加固体一方面在传递向上抬升力的同时，起到缓冲作用，对底板起到了保护作用，减小了对建筑物的损坏；另一方面其起到了加固底板以下地基土，防止建筑物产生二次沉降的作用。
本发明进一步设置为：步骤2中，加固体的注浆采用钻注一体机进行，采用前进式注浆，在竖向分多段进行注浆，浆液从注浆管管口喷出后，30-60s内凝固。
通过上述技术方案，钻进一段即加固一段，及时对建筑物底部地基土进行加固，有效避免了因钻孔对地基土的扰动，引起加速建筑物沉降的发生。
本发明进一步设置为：向抬升孔底部进行压力注浆采用钻注一体机进行，并分段后退式注浆抬升。
通过上述技术方案，防止因同一个点持续注浆或加大注浆压力时，造成浆液对地基的劈裂，形成了漏浆通道。多次回退注浆，使得浆液对周围地基土更加均匀地施加挤压力，使抬升更加均匀。
本发明进一步设置为：地基土包括回填土石层，回填土石层的最底部包括一层软土层；步骤2中，加固注浆孔深入至回填土石层的最底部，使帷幕墙内的回填土石全部形成加固体；步骤3中，抬升注浆孔伸入至软土层内进行压力注浆。
通过上述技术方案，在加固体与基岩层的夹层内(即软土层)压力注浆，使得抬升更有效；软土层相比回填片石等更容易变形，受到挤压后，能在帷幕墙内更加高效的形成向上的抬升力；此外，建筑物的底板下部回填土石层全部进行了加固，形成了密实的地基结构，有效防止了建筑物的二次沉降。
本发明进一步设置为：帷幕孔深入至基岩层内部。
通过上述技术方案，有效防止帷幕墙与基岩层的结合处漏浆，而且嵌入基岩层内的帷幕墙能够有效防止抬升注浆时，帷幕墙底部发生向外位移。
本发明进一步设置为：当帷幕孔的正下方存在溶洞时，帷幕孔深入至溶洞底部。
通过上述技术方案，对溶洞同步进行注浆填充密实，防止溶洞对建筑物造成影响。
本发明进一步设置为：步骤3中从建筑物基础的底板边沿与帷幕墙之间倾斜向下钻孔，形成抬升孔，抬升孔伸入至加固体的底部。
通过上述技术方案，避免了在底板上进行钻孔，施工更加高效，同时保护了底板不受破坏；此外，由外向内倾斜打孔，有助于注浆产生的力更好地形成向内的挤压力，而不是向帷幕墙方向，从而使得抬升效率更高。
本发明进一步设置为：抬升孔伸入至建筑物的承重墙或结构柱的正下方。
通过上述技术方案，向上的力更好的传递至竖向的主受力结构，使得抬升更加高效，而且节约材料。
本发明进一步设置为：地基土包括回填土石层，抬升高度达到要求后，在建筑物原加固注浆孔的孔位继续向下施钻至回填土石层的最底部，分层回退注浆，将底板范围内的所有回填土石进行全面补强加固。
通过上述技术方案，填充建筑物抬升后室内底板下方形成的空隙，同时对既有回填土石进行全面注浆填充，使得地基更加密实，防止建筑物二次沉降的发生。
本发明进一步设置为：抬升高度达到要求后，在建筑物的四角和/或室内主要承重墙下钻孔注浆，形成不规则复合桩基，将建筑物进行支撑加固。
通过上述技术方案，有效防止建筑物二次沉降的发生。
综上所述，本发明具有以下有益效果：
1.向抬升孔底部进行压力注浆，随着帷幕墙内浆液的不断增加并快速凝固，借助帷幕墙的约束力，挤压方向主要集中在竖直方向并形成抬升力，抬升力竖直向上推动加固体向上移动且带动其上部的建筑物同步向上抬升，最终建筑物逐渐抬升至设定的抬升高度；
2.帷幕墙将底板以下的土体与底板以外的土体进行隔离，为加固体和抬升的注浆提供了封闭的环境，避免受到外围环境的干扰，节约了注浆材料；适用于在河道填方上施工的建筑物和在溶洞地基上的建筑物的抬升；
3.加固体一方面在传递向上抬升力的同时对底板起到了保护作用，另一方面其起到了加固底板以下土体，防止建筑物产生二次沉降的作用；
4.补充注浆和复合桩基有效的加固了地基，防止建筑物二次沉降的发生；
5.抬升注浆时采取后退式注浆或在加固体与基岩层的夹层内进行压力注浆，使得注浆效率更高。
附图说明
图1是背景技术中地基中有溶洞的沉降建筑物结构示意图；
图2是背景技术中建筑物的一半建立在回填河道上的平面示意图；
图3是背景技术中建筑物底部一半建立在回填河道上地质剖面示意图；
图4是实施例一中施工帷幕注浆孔的示意图；
图5是实施例一中形成帷幕墙和加固体以及抬升注浆施工的示意图；
图6是实施例一中注浆补强施工的示意图；
图7是复合桩基施工的示意图；
图8-图9是实施例二中帷幕墙与加固注浆孔以及抬升孔的平面示意图；
图10是实施例二中加固抬升的剖面示意图；
图11是实施例三中建筑物某拐角位于回填河道上的平面示意图；
图12是实施例三中L形帷幕墙与加固注浆孔以及抬升孔的平面示意图；
图13是实施例四中在建筑物底板周围形成围闭帷幕墙的平面示意图；
图14是实施例四中在建筑物抬升侧形成围闭帷幕墙的平面示意图。
附图标记：1、建筑物；11、外围承重墙；2、底板；3、帷幕墙；31、帷幕孔；32、连接桩体；4、加固体；41、加固注浆孔；5、复合桩基；6、抬升孔；7、溶洞；91、基岩层；92、软土层；93、片石层；94、毛石混凝土层；95、素混凝土层；10、河道。
具体实施方式
以下结合附图对本发明作进一步详细说明。其中相同的零部件用相同的附图标记表示。需要说明的是，下面描述中使用的词语“前”、“后”、“左”、“右”、“上”、“下”、“底面”和“顶面”指的是附图中的方向，词语“内”和“外”分别指的是朝向或远离特定部件几何中心的方向。
下文中建筑物1的底板2即代表背景中的筏板基础，以及建筑物1的箱形基础等基础的最底部的混凝土板。地基土，包括原始地基或者挤密桩或强夯等工艺处理过的地基，也可以是在原地基上进行回填形成的“回填土石层”地基。“回填土石层”代表回填土、回填碎石、回填片石或回填毛石混凝土等一种或多种回填结构。本申请中的“基岩层91”不仅代表强度很高的真正意义的基岩，也代表承载力较高的原状土层。
实施例1：
以背景技术中的底部有溶洞7的沉降建筑物1的抬升加固方法进行说明，该实施例中建筑物底部的地基土包括回填土石层。一种高层建筑沉降加固抬升纠偏的施工方法，包括以下施工步骤：
步骤1、形成帷幕墙3：如图4与图5所示，在建筑物1基础的底板2四周竖直向下钻孔，形成多个间隔的帷幕孔31；孔位距外墙约2.0m～2.7m，孔间距2.0m。钻孔深度根据地勘资料并结合现场实际钻孔情况进行确定，一般情况下，帷幕孔31深入至基岩层91内部1m，当帷幕孔31的正下方存在溶洞7时，帷幕孔31深入至溶洞7底部，并穿透溶洞7入岩1.0m。帷幕孔31采用跳孔法施工，采用钻注一体机向帷幕孔31内注浆。相邻两个帷幕孔31的注浆范围相互咬合重叠，形成有效厚度为3.0m的帷幕墙3。帷幕墙3将建筑物1基础的底板2范围以下的毛石混凝土层94进行围闭。帷幕孔31内的注浆压力根据帷幕墙设计厚度及地层确定，一般为0.3-0.5MPa。
步骤2、形成加固体4：在建筑物1室内的底板2上开设多个竖向的加固注浆孔41，加固注浆孔41呈3.0×2.8m梅花形布置，竖直打孔，孔底延伸至毛石混凝土层94内。然后在加固注浆孔41内进行注浆，将底板2以下2.0m范围进行注浆加固补强，将该范围的毛石混凝土中的空隙填充密实，形成加固体4；其目的是提高回填毛石混凝土层94的密实度和刚度；在抬升作业时起到缓冲带的作用，使抬升受力更均匀。
加固体4的注浆采用钻注一体机进行，采用前进式注浆，在竖向分多段进行注浆，浆液从注浆管管口喷出后，30-60s内凝固。每次前进的深度可以是30-50cm。
步骤3、抬升注浆：如图5所示，待步骤2中的加固体4施工完成12h～24h后，在建筑物1的沉降侧布孔，施钻抬升孔6，孔位距外墙约2.89m，孔间距4m。抬升孔6从地面倾斜向下，深入至加固体4的底部以下3-5m，钻孔的角度使孔底伸入至建筑物1的承重墙或结构柱的正下方。抬升孔6的孔底高于位于帷幕墙3的墙底。抬升孔6的钻孔及注浆采用钻注一体机进行，钻孔过程中避开筏板基础等钢筋混凝土结构，防止卡钻。
然后采用分段后退式注浆抬升。具体地，钻至设定深度后，向抬升孔6底部进行压力注浆，随着帷幕墙3内浆液的不断增加，注入的浆液快速凝固并对帷幕墙3内回填土石不断的填充、挤密，帷幕墙3内的回填土石随着压力的升高和密实度的增加，形成抬升力，将建筑物1缓慢抬升。当注浆一定时间后，在同等压力下，浆液的注入速度不断变慢，此时，将注浆管后退10-30cm，继续进行压力注浆，经过多次回退，浆液不断的注入帷幕墙3内，对该范围内的回填土石进行填充、挤密，使建筑物1不断抬升至设定的抬升高度。为了使注浆管的出浆口后退至加固体4的底面前将建筑物1抬升至设定的抬升高度，一般抬升孔6的孔底伸入至加固体4底部以下3-5m，每次后退的距离也可以根据实际情况进行调整。压力注浆过程中的注浆压力设定原则是：基准压力＝＝整个建筑物1的重力/底板2的面积，注浆压力应大于基准压力，并小于基准压力的1.8倍。步骤2中加固注浆孔41中的注浆压力和 步骤4中的补强注浆压力均应小于或等于基准压力。
步骤4、回填土石的注浆补强：
如图6所示，抬升高度达到要求后，在建筑物1室内加固注浆孔41的原孔位继续向下施钻至回填毛石混凝土的最底部，分层回退注浆，将底板2范围内的所有回填土石进行全面补强加固，提高地基的刚度、密实度和地基承载力，防止二次下沉。填充注浆的压力为0.3-0.5MPa。
步骤5、注浆形成复合桩基5：如图7所示，为保证建筑地基的整体稳定性和耐久性，在建筑物1四角和室内主要承重墙的下方施作8个不规则复合桩基5。通过反复的后退和前进注浆，使其形成复合桩基5，并填充岩溶裂隙，不规则复合桩基5有效直径不小于3.0m，复合桩基5的深度为底板2以下15.0m。不规则复合桩基5和步骤2、4中注浆形成的复合地基加固补强体形成整体共同承担上部荷载，将建筑物1进行支撑加固，达到加固区整体稳定性和耐久性要求。复合桩基5的具体施工步骤见本申请人于2019年6月4日提出的两个专利申请文件，申请号分别为：2019105172878和2019105180291。
本实施例的实施原理为：在围闭的帷幕墙3内进行抬升注浆，注入帷幕内的浆液不断凝固并挤压周围的土体，由于受到帷幕墙3的隔离，浆液不会外散，而且土体挤压的方向受到帷幕墙3的约束，使得挤压方向主要集中在向下和向上。向上的力作用在加固体4上，加固体4向上移动并带动其上部的建筑物1同步向上抬升，达到抬升纠倾的目的。
帷幕墙3还形成了桶状结构，改变了建筑物1的重力在地基中的分布。对比图1与图7，图1中，抬升加固前，建筑物1的重力从底板2开始向下呈喇叭状分布，从而会对建筑物1周围溶洞7的形成挤压，造成建筑物1沉降。图7中，帷幕墙3及内部复合地基加固补强体施工后，使得建筑物1的重力可以整体向下延伸至帷幕墙3的底部，然后才开始向下呈喇叭状分配，从而有效减小了建筑物1受周边溶洞7的影响，形成了更加稳固的地基结构。
实施例2：
如图2与图3所示，建筑物1基础的底板2一半位于挖方区，一半位于填方区，建筑物1在填方区的一侧产生沉降。加固抬升的方法包括以下施工步骤：
步骤1、形成帷幕墙3：结合图8-图10，在建筑物1基础的底板2周围竖直向下钻孔，在填方区形成多个间隔的帷幕孔31，帷幕孔31深入至填方的最底部。然后向帷幕孔31内注浆，注浆范围相互咬合重叠，形成U形的帷幕墙3，帷幕墙3将建筑物1基础的底板2以下的回填土石层进行围闭，并将建筑物1范围内外的回填土石进行隔离。优选地，帷幕孔31深入至填方最底部以下的基岩层91中，注浆完成后的帷幕墙3的底端能够形成伸入至基岩层91 中的连接桩体32，从而防止帷幕墙3的底部底发生水平移动。
步骤2、形成加固体4：在帷幕墙3内部的填方区域，建筑物1基础的底板2上开设多个竖向的加固注浆孔41，加固注浆孔41深入至回填土石层的最底部，在加固注浆孔41内压力注浆，将底板2以下的回填的毛石混凝土层94、片石层93和软土层92全部加固，形成加固体4。
步骤3、抬升注浆：步骤3中从建筑物1基础的底板2边沿与帷幕墙3之间倾斜向下钻孔，形成抬升孔6，抬升孔6伸入至加固体4的底部的软土层92中，在加固体4与基岩层91的夹层内(即软土层92)压力注浆，随着帷幕墙3内浆液的不断增加并快速凝固，借助帷幕墙3的约束力，作用力竖直向上推动加固体4向上移动且带动其上部的建筑物1同步向上抬升，最终建筑物1逐渐抬升至设定的抬升高度，然后停止注浆，将抬升注浆管拔出。软土层92相比回填片石等更容易变形，受到挤压后，能在帷幕墙内更加高效的形成向上的抬升力。优选地，抬升孔6伸入至建筑物1的外围承重墙11的正下方，以便抬升力更高效的将建筑物1抬起。本实施例的各种注浆的注浆压力参照实施例一。
本实施例的实施原理为：通过注浆方式形成三面合围的帷幕墙3，与挖方区相接后，形成围闭，同时将建筑物1抬升侧底板2底部土体与建筑物1范围外的填土做隔离。在围闭的帷幕墙3内进行抬升注浆，注入帷幕内的浆液不断凝固并挤压周围的土体，由于受到帷幕墙3的隔离，浆液不会外散，而且土体挤压的方向受到帷幕墙3的约束，使得挤压方向主要集中在向下和向上。向上的力作用在加固体4上，加固体4向上移动并带动其上部的建筑物1同步向上抬升，达到抬升纠倾的目的。帷幕墙3还起到了隔绝内外部土体的作用，避免了帷幕墙3内进行注浆时，外界环境对注浆的影响，例如能够起到隔绝地下暗河干扰的作用，防止注浆液被冲走。
实施例3：
如图11与图12所示，建筑物1基础的底板2大部分位于挖方区，只有一个拐角位于既有河道10的填方区，建筑物1产生沉降也仅在该拐角处。这种情况下只要对拐角处的两条边进行帷幕孔31的施工，并注浆形成L形的帷幕墙3并与挖方区相接即可，然后对底板2以下的填土区进行注浆加固；最后在帷幕墙3与建筑物1的底板2之间倾斜向下施工抬升注浆孔，并在加固体4底部进行抬升压力注浆。
实施例4：
如图13所示，建筑物1基础的底板2全部位于回填土石层上。
图中为建筑物1整体沉降，需整体进行抬升。因此在建筑物1基础的底板2四周施 作围闭的帷幕墙3，将底板2以下土体注浆后形成加固体4，然后施作抬升孔6，并进行抬升注浆。
当底板2与基岩层91之间的回填土石层厚度大于10m时，考虑到太高的帷幕墙3施工不经济，可以选择帷幕孔31不深入基岩层91内。此种情况下参考实施例1进行抬升注浆后，再施工复合桩基5至基岩层91等持力层，以防止建筑物1的二次沉降。
如图14所示，图中示意情况为建筑物1全部位于填方区回填土石层上，但是只有一侧产生沉降，只需对该侧进行抬升即可。因此可以在建筑物1抬升侧的底板2上以及底板2外围施作帷幕墙3，然后在帷幕内的底板2下部进行加固体4的施工，或将底板2以下土体全部进行加固。最后在抬升侧施工抬升孔6至承重墙的底部，并进行压力注浆，将建筑物1抬升。
为了防止加固体4施工过程中，注浆液使底板2以下地基土软化，造成建筑物1的加速沉降，所以加固体4注浆采用的浆液为速凝型。优选地，浆液从注浆管的管口喷出后，在30-60s内凝固。注浆所用的浆液可以是单浆液，也可以是双浆液。当采用双浆液时，不同浆液通过双层注浆管的不同通道到达出浆口，并在出浆口汇合后一起压入土体中，并发生凝固反应。
在建筑物1的底板2上可以采用水钻等钻孔机械对底板2进行开孔，然后采用钻注一体机进行加固注浆孔41及加固体4的施工，在竖向分多段进行多次注浆。可以采用后退式注浆工艺，即一次性钻孔至设计孔深，然后分段回退钻杆(即注浆管)并进行注浆；也可以采用前进式注浆工艺，即钻进一段、注浆一段。钻杆每次前进或回退的距离应小于浆液的扩散半径。当回填土石层中包括片石或块石时，优选为前进式钻孔注浆，因为对块石进行钻孔时，钻杆端头出水太多会造成周围土体软化，此时，钻进一段，注浆一段，能够有效防止建筑物1加速沉降的产生。其它土层时，可以采用后退式注浆工艺，操作方便，且更加高效。
抬升孔6内的注浆液同样优选为速凝型，能够在5-30s内凝固。优选采用双浆液注浆，不同浆液通过双层注浆管的不同通道到达出浆口，并在出浆口汇合后一起压入土体中，并发生凝固反应。
以上提到双浆液分别命名为A浆液和B浆液，两种浆液分别从钻杆的不同通道到达注浆管的出浆口，在出浆口处压入周围土体，两种浆液在土体中汇合后发生化学反应，在短时间内完成初凝。
注浆液只要能满足初凝时间要求并有较好的渗透性即可，可以是现有技术中的任意一种。上文中提到的注浆液的凝固代表初凝，只要快速初凝后注浆液不是液体状，而是具有 一定强度的固体状即可，主要目的是防止液体状注浆液对建筑物1的地基造成的软化影响。
以下一种注浆液配方可供采用：A浆液由如下重量份的原料组成：金属氧化物和/或金属氢氧化物70-90份，复合缓凝剂0.5-1.2份，减水剂0.5-0.7，酸碱缓冲剂0.7-1.5，复合稳定剂3-5，复合表面活性剂0.5-1.5。其中氧化金属物可以是氧化镁、氧化铝、磷酸镁等任意两种的组合；复合缓凝剂为尿素和三聚磷酸钠；减水剂是聚羧酸减水剂；酸碱缓冲剂为碳酸镁或氢氧化钾；复合稳定剂为羟甲基纤维素、正烷基十六醇、淀粉醚和纤维素醚中的至少两种；复合表面活性剂为烷基聚氧乙烯醚、苄基酚聚氧乙烯醚和烷基磺酸盐中的至少两种。以上各单独组分中要使用两种及两种以上的不同材料时，可以按等数量级进行配制，两种的设置主要是为了防止其中一种失效，以便使整体复合浆液效果更加稳定。
B浆液由如下重量份的原料组成：磷酸盐30～40份，消泡剂0.2～1份。其中，磷酸盐可以是磷酸氢二铵或磷酸二氢钾；消泡剂可以是有机硅消泡剂或聚醚消泡剂。
A浆液和B浆液分别与水按重量比100:40～50混合搅拌成浆液，经不同管路压入注浆管，至出浆口汇合反应并在土体中固化。
复合浆液初凝时间的不同主要通过调节复合缓凝剂的比重大小实现。优选地，抬升过程压力注浆时，加入水要少一些，使注浆液浓度增高，以便更好的对周围土体形成挤压(例如A浆液和B浆液分别与水按重量比100:40)；其它注浆时，加入水要多一些，注浆液浓度要小(例如A浆液和B浆液分别与水按重量比100:50)。
本具体实施例仅仅是对本发明的解释，其并不是对本发明的限制，本领域技术人员在阅读完本说明书后可以根据需要对本实施例做出没有创造性贡献的修改，但只要在本发明的权利要求范围内都受到专利法的保护。

Claims (10)

  1. 一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：包括以下步骤：
    步骤1、形成帷幕墙(3)：在建筑物(1)基础的底板(2)四周竖直向下钻孔，形成多个间隔的帷幕孔(31)；向帷幕孔(31)内注浆，相邻两个帷幕孔(31)的注浆范围相互咬合重叠，形成帷幕墙(3)，所述帷幕墙(3)将建筑物(1)基础的底板(2)范围以下的地基土进行围闭；
    步骤2、形成加固体(4)：在建筑物(1)基础的底板(2)上开设多个竖向的加固注浆孔(41)，在加固注浆孔(41)内注浆，将靠近底板(2)的土体全部加固，形成加固体(4)；
    步骤3、抬升注浆：向下钻孔，形成抬升孔(6)，抬升孔(6)从地面深入至加固体(4)的底部以下一定深度，抬升孔(6)的孔底高于位于帷幕墙(3)的墙底，向抬升孔(6)底部进行压力注浆，随着帷幕墙(3)内浆液的不断增加，注入的浆液快速凝固并对帷幕墙(3)内地基土不断的填充、挤密，帷幕墙(3)内的地基土随着压力的升高和密实度的增加，形成抬升力，建筑物(1)逐渐抬升至设定的抬升高度。
  2. 根据权利要求1所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：步骤2中，加固体(4)的注浆采用钻注一体机进行，采用前进式注浆，在竖向分多段进行注浆，浆液从注浆管管口喷出后，30-60s内凝固。
  3. 根据权利要求1所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：向抬升孔(6)底部进行压力注浆采用钻注一体机进行，并分段后退式注浆抬升。
  4. 根据权利要求1所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：地基土包括回填土石层，回填土石层的最底部包括一层软土层(92)；步骤2中，加固注浆孔(41)深入至回填土石层的最底部，使帷幕墙(3)内的回填土石全部形成加固体(4)；步骤3中，抬升注浆孔伸入至软土层(92)内进行压力注浆。
  5. 根据权利要求1-4任一所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：帷幕孔(31)深入至基岩层(91)内部。
  6. 根据权利要求1-4任一所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：当帷幕孔(31)的正下方存在溶洞(7)时，帷幕孔(31)深入至溶洞(7)底部。
  7. 根据权利要求1-4任一所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：步骤3中从建筑物(1)基础的底板(2)边沿与帷幕墙(3)之间倾斜向下钻孔，形成抬升孔(6)，抬升孔(6)伸入至加固体(4)的底部。
  8. 根据权利要求1-4任一所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：抬升孔(6)伸入至建筑物(1)的承重墙或结构柱的正下方。
  9. 根据权利要求1-3任一所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：地 基土包括回填土石层，抬升高度达到要求后，在建筑物(1)原加固注浆孔(41)的孔位继续向下施钻至回填土石层的最底部，分层回退注浆，将底板(2)范围内的所有回填土石进行全面补强加固。
  10. 根据权利要求1-3任一所述的一种高层建筑沉降加固抬升纠偏的施工方法，其特征是：抬升高度达到要求后，在建筑物(1)的四角和/或室内主要承重墙下钻孔注浆，形成不规则复合桩基(5)，将建筑物(1)进行支撑加固。
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113863276A (zh) * 2021-09-16 2021-12-31 国网河北省电力有限公司沧州供电分公司 高压电塔基础施工方法

Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112343078B (zh) * 2019-08-09 2022-07-08 北京恒祥宏业基础加固技术有限公司 一种厂房设备基础精密抬升方法
CN113833012B (zh) * 2021-10-13 2023-02-03 山东电力工程咨询院有限公司 一种桩式可调风机基础及施工方法
CN114319472A (zh) * 2022-02-16 2022-04-12 北京恒祥宏业基础加固技术有限公司 一种住宅楼基础沉降加固抬升的工程方法
CN114960617A (zh) * 2022-05-21 2022-08-30 浙江华云电力工程设计咨询有限公司 一种隧道基坑坑底错位暗墩加固系统及其加固方法
CN114837455B (zh) * 2022-06-09 2023-06-23 水利部交通运输部国家能源局南京水利科学研究院 一种沉陷水工建筑物的复建方法
CN114991198A (zh) * 2022-08-03 2022-09-02 山西龙炘电力工程有限公司 一种采空区输电铁塔基础和基础加固及调整方法
CN115859453B (zh) * 2023-02-24 2023-04-28 陕西华邦建设工程有限公司 基于bim的地基防水帷幕设计方法及系统

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101487274A (zh) * 2009-02-23 2009-07-22 北京交通大学 一种城市隧道穿越既有建(构)筑物注浆抬升方法
JP2013231329A (ja) * 2012-05-01 2013-11-14 Sumitomo Forestry Co Ltd 建物の沈下修正工法
CN103643705A (zh) * 2013-12-12 2014-03-19 中石化上海工程有限公司 钢储罐环墙基础地基局部沉陷补强方法
US20180016765A1 (en) * 2016-07-14 2018-01-18 John Baldwin Method of lifting a structure on the earth
CN108343260A (zh) * 2018-04-08 2018-07-31 湖南化工地质工程勘察院有限责任公司 倾斜建筑物纠偏加固结构及其施工方法
CN108343102A (zh) * 2018-04-26 2018-07-31 北京恒祥宏业基础加固技术有限公司 一种桩基础沉降加固顶升调平结构及其施工方法

Family Cites Families (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN100549312C (zh) * 2005-10-09 2009-10-14 中国水电顾问集团华东勘测设计研究院 一种高密度少浆量注浆加固地基的方法
CN105908697A (zh) * 2016-05-16 2016-08-31 中科院广州化灌工程有限公司 一种采用水平孔灌浆的地基加固方法
KR101803336B1 (ko) * 2017-01-03 2017-12-06 (주)지오서비스 구근형 반력말뚝을 활용한 지반 보강 및 침하 구조물의 복원 방법
US10487473B2 (en) * 2017-06-20 2019-11-26 Charles L. Asplin Wall lifting methods
CN107435346B (zh) * 2017-08-18 2020-02-14 北京恒祥宏业基础加固技术有限公司 一种适用于高层建筑结构的注浆加固纠偏方法
CN108842840A (zh) * 2018-07-04 2018-11-20 湖南大学 一种补偿地铁隧道下穿导致建筑沉降的软弱夹层注浆抬升方法
CN109056859A (zh) * 2018-09-11 2018-12-21 中国电建集团华东勘测设计研究院有限公司 一种管式注浆风机基础纠偏方法
CN112081153B (zh) * 2019-06-14 2022-08-23 北京恒祥宏业基础加固技术有限公司 一种筏板基础高层建筑物的抬升方法
CN112081155B (zh) * 2019-06-14 2022-02-18 北京恒祥宏业基础加固技术有限公司 一种条形或箱形基础建筑物的加固抬升方法
CN112081158B (zh) 2019-06-14 2022-02-18 北京恒祥宏业基础加固技术有限公司 一种高层建筑前进式注浆形成加固复合桩基的施工方法
CN112081154B (zh) * 2019-06-14 2021-10-12 北京恒祥宏业基础加固技术有限公司 一种筏板基础高层建筑物加固抬升方法
CN112081157B (zh) 2019-06-14 2022-02-18 北京恒祥宏业基础加固技术有限公司 一种高层建筑后退式注浆形成加固复合桩基的施工方法
CN112343104B (zh) * 2019-08-09 2022-06-17 北京恒祥宏业基础加固技术有限公司 一种高铁大型墩台的加固抬升方法
CN112343078B (zh) * 2019-08-09 2022-07-08 北京恒祥宏业基础加固技术有限公司 一种厂房设备基础精密抬升方法
CN112942455A (zh) * 2019-12-11 2021-06-11 北京恒祥宏业基础加固技术有限公司 一种岩溶地基高层建筑物的加固抬升方法
CN110965595B (zh) * 2019-12-30 2021-06-04 北京恒祥宏业基础加固技术有限公司 一种腐蚀性地质环境下筏板基础建筑抬升加固结构及方法
CN113818500B (zh) * 2021-09-14 2023-05-12 杭州圣基建筑特种工程有限公司 高层建筑基础与结构整体提升纠倾施工方法
CN114032976A (zh) * 2021-12-07 2022-02-11 国网河南省电力公司洛阳供电公司 一种变电站设备基础修复装置和方法

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101487274A (zh) * 2009-02-23 2009-07-22 北京交通大学 一种城市隧道穿越既有建(构)筑物注浆抬升方法
JP2013231329A (ja) * 2012-05-01 2013-11-14 Sumitomo Forestry Co Ltd 建物の沈下修正工法
CN103643705A (zh) * 2013-12-12 2014-03-19 中石化上海工程有限公司 钢储罐环墙基础地基局部沉陷补强方法
US20180016765A1 (en) * 2016-07-14 2018-01-18 John Baldwin Method of lifting a structure on the earth
CN108343260A (zh) * 2018-04-08 2018-07-31 湖南化工地质工程勘察院有限责任公司 倾斜建筑物纠偏加固结构及其施工方法
CN108343102A (zh) * 2018-04-26 2018-07-31 北京恒祥宏业基础加固技术有限公司 一种桩基础沉降加固顶升调平结构及其施工方法

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113863276A (zh) * 2021-09-16 2021-12-31 国网河北省电力有限公司沧州供电分公司 高压电塔基础施工方法

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