CN112081155B - Reinforcing and lifting method for bar-shaped or box-shaped foundation building - Google Patents

Abstract

The invention relates to a reinforcing and lifting method for a bar-shaped or box-shaped foundation building, which comprises the following steps: determining the lifting side of the building according to the elevation of the measuring point; a plurality of reinforcement grouting holes inclining downwards are distributed at intervals on the side surface of the strip foundation or box-shaped foundation partition wall, and a reinforcement body is formed below the strip foundation or partition wall in the reinforcement grouting holes by adopting pressure grouting; arranging lifting holes inclining downwards at two ends close to the lifting side of the building; the lifting hole goes deep into to reinforce the solid bottom, and pressure slip casting is simultaneously carried out in the lifting hole, utilizes the reinforcement body to make the buffering area, carries out the lifting to building lifting side, control lifting speed, makes the elevation of two turnings finally simultaneously lift to the elevation the same with the elevation that the non-lifting side of building corresponds the turning, then forms the reinforcement pile foundation below the reinforcement body, supports the bar basis with the reinforcement body jointly. The invention has the advantages of good integral stability, controllable lifting speed and height, small damage to buildings and prevention of secondary settlement.

Description

Reinforcing and lifting method for bar-shaped or box-shaped foundation building

Technical Field

The invention relates to the technical field of building foundation lifting reinforcement, in particular to a reinforcing and lifting method for a strip-shaped or box-shaped foundation 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. If the inclination value of the building exceeds the allowable inclination value, the normal use is influenced, even the building is cracked and damaged, the structural safety of the building is threatened, and at the moment, lifting deviation correction and foundation reinforcement are required. The existing lifting deviation rectifying method generally adopts polyurethane grouting for lifting. The polyurethane grouting method is characterized in that polyurethane foam reaction raw materials are injected into a foundation, the reinforced soil body is filled, permeated, compacted, replaced and reinforced through huge expansion pressure and cementing action generated by polyurethane foam reaction, and meanwhile, the construction object which has undergone uneven settlement is rectified. However, because the expansion force generated by the polyurethane foam is not uniform, the lifting height and speed are not easy to control, and the lifting process is easy to cause secondary damage to the building. Therefore, a set of lifting and reinforcing method needs to be researched, so that the lifting and reinforcing of the building with the strip-shaped foundation or the box-shaped foundation can be realized, and the secondary damage to the building can be reduced.

Disclosure of Invention

The invention aims to provide a reinforcing and lifting method for a bar-shaped or box-shaped foundation building, which solves the problems of settlement, lifting and reinforcing of the bar-shaped foundation or box-shaped foundation building and has the advantages of good overall stability, small damage to the building and prevention of re-settlement.

The above object of the present invention is achieved by the following technical solutions:

a method for reinforcing and lifting a bar-shaped or box-shaped foundation building comprises the following steps:

the method comprises the following steps:

s1, layout point: the bottom of the building comprises a strip foundation or a box foundation, and the box foundation comprises a partition wall and a bottom plate; arranging a plurality of measuring points at intervals around the outer wall of the building, and determining one side of the building where two points with large settlement amount are located as a lifting side according to the elevations of the measuring points;

s2, forming a reinforcing body: the strip-shaped foundation is provided with a plurality of reinforcing grouting holes along the side surface of the strip-shaped foundation or the partition wall, the reinforcing grouting holes extend to the lower part of the strip-shaped foundation or the partition wall, pressure grouting is carried out in the reinforcing grouting holes, the grouting ranges of adjacent reinforcing grouting holes of the strip-shaped foundation are mutually overlapped, and finally a strip-shaped reinforcing body is formed at the bottom of the strip-shaped foundation or the partition wall;

s3, arranging lifting holes: in the position of the lifting side of the building, which is close to the corner, the strip foundation is provided with lifting holes which are inclined downwards on the side surface of the strip foundation or the partition wall, and the hole bottom extends to the position close to the bottom of the reinforcing body and is positioned right below the strip foundation or the partition wall;

s4, lifting: and (3) simultaneously performing pressure grouting in the lifting holes to lift the lifting side of the building, and controlling the lifting speed of two corners of the building at the lifting side during lifting so that the elevations of the two corners are finally and simultaneously lifted to the height which is the same as the elevation of the corner corresponding to the non-lifting side of the building.

S5, forming a reinforced pile foundation: drilling a plurality of inclined pile foundation holes on the side surface of the strip foundation or the partition wall, wherein a drill rod extends into a soil layer below the bottom of the reinforcement body from the pile foundation holes, and the hole bottom is positioned right below the strip foundation or the partition wall; in the drilling and/or retraction process, pressure grouting is carried out section by section in a layered manner to form a continuous reinforced pile foundation; the reinforced pile foundation and the reinforced body are combined to form a pile plate reinforced structure which supports the strip foundation or the box foundation and the building on the upper part of the strip foundation or the box foundation together; drilling and retreating a drill rod in a pile foundation hole repeatedly and circularly, grouting, performing pressure grouting twice in each section of soil layer, wherein the first pressure grouting is filling grouting, and forming irregular grouting bodies around the drill rod after filling grouting; performing secondary pressure grouting in the irregular grouting body formed by filling grouting, and uniformly diffusing the grout to the periphery and uniformly mixing the grout with a soil body to form a short cylinder with the center of the horizontal section coincident with the center of the drill rod; all the short cylinders which are continuous from top to bottom form a reinforced composite pile foundation, and the reinforced composite pile foundation and the reinforcing body are combined to form a pile plate reinforcing structure to jointly support the strip-shaped foundation or the box-shaped foundation and the building on the upper portion of the strip-shaped foundation or the box-shaped foundation.

By adopting the technical scheme, firstly, a reinforcing body is formed by grouting at the bottom of the partition wall of the strip foundation or the box foundation, so that the building is prevented from continuously settling; then performing pressure grouting at the bottom of the reinforcing body below the lifting side outer wall to lift the building at a controllable speed; the reinforcing body is used as a stress buffering structure, so that the building is protected from secondary damage in the lifting process; the two ends of the lifting side are lifted at the same time and stopped at the same time, so that the phenomenon that the non-lifting side is lifted together is avoided, and the damage to the building structure in the lifting process is further reduced; the grout injected during lifting fills gaps of the soil body, further strengthens the soil layer at the bottom of the outer wall and effectively avoids secondary sedimentation; and finally, grouting to form a reinforced pile foundation, and combining with a reinforcing body to form a pile plate structure to support and reinforce the building to prevent secondary settlement. The invention has the advantages of good integral stability, controllable lifting speed and height, small damage to buildings and prevention of secondary settlement; the reinforced composite pile foundation with complete structure in the vertical direction and good supporting force is formed in the non-compact stratum represented by powdery soil, volcanic ash and the like and the stratum represented by miscellaneous filling soil and provided with fracture channels.

The invention is further configured to: the reinforcing grouting holes are arranged in pairs, the two reinforcing grouting holes are deep and shallow, and the bottoms of the shallow holes are located at positions close to the strip-shaped foundation or the bottom plate.

Through adopting above-mentioned technical scheme, the shallow hole slip casting is supplemented the deep hole slip casting, makes bar basis or partition wall both sides homoenergetic form the reinforcement body that has certain width, provides better support to superstructure, the condition of specially adapted bar basis width broad.

The invention is further configured to: the reinforced pile foundation is arranged at the intersection of partition walls of the strip-shaped foundation or the box-shaped foundation, and the hole bottom of a pile foundation hole extends into the position right below the intersection point.

By adopting the technical scheme, the formed column base is just under the structural column, and the secondary settlement of the building can be more effectively prevented.

The invention is further configured to: in the step S5, filling and grouting are carried out after a drill rod of the drilling and grouting all-in-one machine drills to the designed depth at one time; after grouting reaches a certain grouting pressure and is stabilized or the injection rate of the grout reaches the design requirement, filling the relatively less compact area of the soil body around the drill rod with the injected grout, and solidifying within 10s-60s to form irregular grouting body;

the drill rod is retreated upwards, the retreating length is L, then the retreating is stopped, and the filling and grouting are continued; stopping grouting after the grouting pressure reaches a certain grouting pressure and is stabilized or the injection rate of the grout reaches the design requirement, and forming irregular grouting body;

drilling the drill rod downwards again, wherein the forward length is half of the retraction length L, then stopping drilling, and performing pressure grouting; in the range of irregular grouting body, 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 with a certain strength, and the center of the horizontal section of the short cylinder is superposed with the center of the grouting pipe; and repeating the drilling, the retreating and the grouting until the bottom of the reinforcing body is reached.

By adopting the technical scheme, the problem that the reinforced composite pile foundation which is complete in structure in the vertical direction and has good supporting force is formed in an uncompacted stratum represented by volcanic ash is solved.

The invention is further configured to: in step S5, the drill rod is drilled to a length L below the bottom of the reinforcing body, filling grouting is carried out, and grouting is stopped after the grouting pressure reaches a certain grouting pressure and is stable or the injection rate of grout reaches the design requirement; the injected slurry is filled in gaps and through clearance channels of soil bodies around the drill rod or in relatively less compact areas of the soil bodies around the drill rod and is solidified in s-s; after solidification, a tree root-shaped grouting body or an irregular grouting body is correspondingly formed;

the drill rod is retreated upwards, the retreating length is half of the drilling length L, then the retreating is stopped, and pressure grouting is carried out; in the range of tree-root-shaped grouting bodies or irregular grouting bodies, 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 with a certain strength, and the center of the horizontal section of the short cylinder is superposed with the center of a grouting pipe;

drilling, retracting and grouting are repeatedly carried out until the designed depth is reached;

and (4) upwards pulling out the drill rod, and injecting slurry to tightly fill the drill hole while pulling out.

By adopting the technical scheme, the problem that the soil body is softened when meeting water in the drilling process of the collapsible loess and miscellaneous filling soil, the strength of the original foundation is reduced, and secondary settlement is caused is solved, and the stability of the building is ensured when the composite pile foundation is constructed and reinforced in similar strata; meanwhile, the problem that a reinforced composite pile foundation with complete structure in the vertical direction and good supporting force is formed in an uncompacted stratum represented by collapsible loess and a stratum with cracks represented by miscellaneous filling soil is solved.

The invention is further configured to: and secondary grouting is carried out between the top surface of the reinforced pile foundation and the bottom surface of the strip foundation or the bottom plate in the reinforcing body, so that the top end of the reinforced pile foundation extends to the bottom surface of the strip foundation or the bottom plate.

Through adopting above-mentioned technical scheme, consolidate the pile foundation and stretch into and consolidate internal portion, form the better additional strengthening of atress.

The invention is further configured to: the method also comprises S4-1, filling reinforcement: and (3) arranging a reinforcing hole in the middle of the bottom plate of the box-shaped foundation, extending the hole bottom of the reinforcing hole to the joint surface of the bottom plate and the reinforcing body, grouting the bottom end of the reinforcing hole, and filling and compacting gaps between the bottom surface of the bottom plate and the top surface of the reinforcing body.

Through adopting above-mentioned technical scheme, after the slip casting lifting is accomplished, to the reinforcing hole slip casting reinforcement, prevent that the building from taking place the secondary and subsiding because of the bottom plate bottom is not closely knit after the lifting.

The invention is further configured to: a plurality of encrypted lifting holes are arranged at intervals on the lifting side along the length direction of the outer wall and between the original lifting holes; and (3) simultaneously performing pressure grouting in all the lifting holes to lift the lifting side of the building, and controlling the lifting speed of the outer wall of the building at each lifting point during lifting so as to uniformly lift each lifting point of the lifting side of the building and finally simultaneously lift the lifting point to the height which is the same as the elevation of the corresponding position of the non-lifting side of the building.

Through adopting above-mentioned technical scheme, solved the unsettled destruction of building structure that causes in bar basis bottom between the lifting side both ends lifting hole, guaranteed the lifting in-process and the lifting end back building structure's steadiness.

The invention is further configured to: and in the step S4, intermittent grouting lifting is adopted during lifting, grouting is firstly lifted to a certain height, grouting is suspended for a period of time, and then grouting is carried out to a certain height.

By adopting the technical scheme, the building is lifted in an intermittent grouting manner, and then the lifting is suspended, so that the stress in the building is redistributed, and the building is grouted and lifted for a section of height after adapting to the stress after the lifting; the secondary damage to the building during lifting is avoided, and the structural stability of the building is ensured.

In conclusion, the beneficial technical effects of the invention are as follows:

1. firstly, grouting at the bottom of a partition wall of a strip foundation or a box foundation to form a reinforcement body so as to prevent the building from continuously settling; then performing pressure grouting at the bottom of the reinforcing body below the lifting side outer wall to lift the building at a controllable speed; the reinforcing body is used as a stress buffering structure, so that the building is protected from secondary damage in the lifting process; the two ends of the lifting side are lifted at the same time and stopped at the same time, so that the phenomenon that the non-lifting side is lifted together is avoided, and the damage to the building structure in the lifting process is further reduced; the gap between the injected slurry and the filled soil body during lifting further reinforces the soil layer at the bottom of the outer wall, and effectively avoids the occurrence of secondary sedimentation; and finally, grouting to form a reinforced pile foundation, and combining with a reinforcing body to form a pile plate structure to support and reinforce the building to prevent secondary settlement. The invention has the advantages of good integral stability, controllable lifting speed and height, small damage to buildings and prevention of secondary settlement;

2. the arrangement of the deep and shallow holes of the reinforced grouting holes enables the technology to be suitable for wider strip foundation structures, the reinforced composite pile foundation is arranged at the lower part of the structural column, the supporting effect is further improved, secondary settlement is effectively prevented, the grouting amount of each part can be relatively reduced, and materials are saved;

3. by adopting an intermittent lifting process during lifting, the building is lifted firstly and then suspended, so that the stress in the building is redistributed, and after the building adapts to the stress after lifting, the building is grouted and lifted for a certain height, thereby avoiding secondary damage to the building during lifting and ensuring the structural stability of the building;

4. the arrangement of the reinforcing holes further prevents the occurrence of secondary settlement of the building;

5. through the processes of repeated drilling and retreating layered grouting, a reinforced composite pile foundation with complete structure in the vertical direction and good supporting force is formed in an uncompacted stratum represented by powdery soil, volcanic ash and the like and a stratum represented by miscellaneous filling soil and provided with a fracture channel.

Drawings

FIG. 1 is a schematic plan view of a reinforcing grouting hole and a lifting hole of a strip foundation building in one embodiment;

FIG. 2 is a schematic cross-sectional view A-A of FIG. 1 (highlighting the consolidation grouting holes and the pile foundation holes);

fig. 3 is a schematic cross-sectional view B-B of fig. 1 (highlighting the elongated reinforcement formed by the strip-shaped base bottom and the pile support structure formed with the reinforced composite pile foundation);

FIG. 4 is a schematic elevation view of an outer wall with lifting holes at both ends according to a preferred embodiment of the present invention;

FIG. 5 is a schematic view of a corner numbering illustrating the lifting principle in the first embodiment;

fig. 6 is a schematic structural diagram of an irregular grouting body formed by primary filling grouting during construction of a reinforced composite pile foundation according to an embodiment;

FIG. 7 is a schematic structural diagram of an irregular grouting body after a drill pipe retracts and grouting is performed according to the first embodiment;

FIG. 8 is a schematic view of a uniform short cylinder formed by pressure grouting after the drill rod is advanced again and an irregular grouting body is inserted;

FIGS. 9 and 10 are schematic views of repeated retraction and drilling to form a grouting structure;

FIG. 11 is a schematic view of a reinforced composite pile foundation formed after a drill pipe is retracted to the bottom of a reinforcement body;

FIG. 12 is a schematic view of a tree root-shaped grouting body formed by filling and grouting after a downward drilling length L in a miscellaneous fill ground layer according to the second embodiment;

FIG. 13 is a schematic diagram of a short cylinder formed by pressure grouting after a drill pipe is retracted 1/2L in a miscellaneous fill formation;

FIG. 14 is a schematic illustration of a short cylinder formed by a second pressure slip casting after a cycle in a heavily filled earth formation;

FIG. 15 is a schematic view showing an irregular grout body formed by filling and grouting after a downward drilling length L in the collapsible loess formation according to example II;

FIG. 16 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. 17 is a schematic top view showing the arrangement positions of the lifting holes of the box-shaped foundation in the third embodiment;

FIG. 18 is a schematic sectional view showing the position of a reinforcing hole in a box-shaped foundation;

FIG. 19 is a schematic view showing that deep and shallow holes are arranged in reinforcing grouting holes on two sides of a strip-shaped foundation in a protruding mode in the fourth embodiment.

In the figure, 1, a strip foundation; 2. an outer wall; 3. reinforcing the body; 31. reinforcing the grouting holes; 4. lifting the hole; 41. encrypting the lifting holes; 5. a reinforcement hole; 6. reinforcing the composite pile foundation; 61. a short cylinder; 7. pile foundation holes; 8. irregular grouting body; 91. A clearance channel; 92. tree root-shaped grouting body; 93. a drill stem; 94. a structural column; 10. A partition wall; 101. a base plate; 11-14, four corner points.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings.

The first embodiment is as follows:

the invention discloses a reinforcing and lifting method for a bar-shaped or box-shaped foundation building, and the embodiment takes a bar-shaped foundation 1 building as an example for explanation. As shown in fig. 1, the building with the strip foundations 1 comprises the strip foundations 1 which are mutually crossed, structural columns 94 are arranged on the strip foundations 1 at intervals, and walls are arranged between the structural columns 94. The reinforcing and lifting method comprises the following steps:

s1, layout point: a plurality of measuring points are uniformly distributed around the outer contour of the building at intervals, and can be arranged on the strip foundation 1, preferably at the positions of the structural columns 94; and measuring the elevation of each measuring point by using the level gauge, and determining one side of two points with large settlement amount in four corners of the building as a lifting side according to the elevations of the measuring points.

S2, forming the reinforcing body 3: referring to fig. 1 and 2, a reinforcement area is determined according to the settlement condition of a building and the filling and excavating area of a foundation, if the bottom of the strip foundation 1 of the building is filled with strata which are easy to settle, such as fill, all the strata are reinforced, and if a part of the bottom of the strip foundation 1 is a hard rock stratum or an original soil layer with higher bearing capacity, only the filling area is reinforced. This embodiment is described in the case where all the reinforcement is performed.

As shown in fig. 2, a plurality of reinforcing grouting holes 31 are arranged at intervals on the side surface of the strip foundation 1 within the reinforcing range of the strip foundation 1, and may be arranged on any side. The reinforcing grouting holes 31 extend to the lower part of the strip foundation 1, and the hole bottoms are located right below the strip foundation 1. The diameter of the reinforcing grouting holes 31 is 42mm, and the distance between adjacent reinforcing grouting holes 31 is to ensure that grouting ranges are overlapped, and generally can be 3-6 m.

Referring to fig. 1 and 2, pressure grouting is performed into the reinforcing grouting holes 31 to form a continuous and complete strip-shaped reinforcing body 3 below the strip-shaped foundation 1. Specifically, during grouting, a drilling and grouting integrated machine is adopted for drilling and grouting, the diameter of a drill rod is 42mm, a double core pipe is adopted, the diameter of an inner core is 12mm, and a grouting drill bit is a double-slurry mixer. By adopting a retreating type grouting process, a drill rod is drilled into the ground from the reinforcing grouting hole 31 to a depth of 3-8m, preferably into a stratum with larger bearing capacity of a lower foundation, in the embodiment, 4m below the bottom of the strip foundation 1. And then, grouting is started, grouting liquid used for grouting adopts double-component composite grouting liquid, the two kinds of grouting liquid reach a grout outlet of a grouting pipe (namely the drill rod 93) from different channels of the drill rod respectively, surrounding soil bodies are pressed into the grout outlet, chemical reaction occurs after the two kinds of grouting liquid are converged in the soil bodies, and initial setting is completed within 5s-60 s.

And then, carrying out sectional lifting grouting, wherein the grouting pressure is 0.8-1.5Mpa, and grouting one section when lifting one section, and lifting 0.3-0.5m each time until the bottom of the strip foundation 1. And then grouting is carried out by adopting a jump hole method, and after all the reinforcing grouting holes 31 are completely grouted, a continuous strip-shaped reinforcing body 3 is formed at the bottom of the strip-shaped foundation 1 (see fig. 2 and 3).

S3, arranging a lifting hole 4: referring to fig. 1 and 2, the building has four outer walls 2, lifting holes 4 are respectively arranged at positions close to two ends of the outer wall 2 on the lifting side of the building, the lifting holes 4 inclined downwards are arranged at the outer side of the strip-shaped foundation 1, and the bottoms of the lifting holes 4 extend into the bottom surface of the strip-shaped reinforcing body 3 and are positioned right below the outer walls 2 or the structural columns 94.

The hole bottoms of the lifting holes 4 are close to the bottom surface of the reinforcing body 3, can be arranged inside the reinforcing body 3, and can also extend into a soil body below the bottom surface of the reinforcing body 3, so that a sufficient buffer zone is ensured between the grout outlet and the bottom of the strip foundation 1, and the strip foundation 1 is prevented from being damaged; meanwhile, the grouting lifting effect can be considered, and the material waste can be avoided.

S4, lifting: the method is obtained through multiple field lifting experiences, and in the actual building lifting process, if only one corner point of the building is lifted during lifting, the non-lifting side of the building is lifted together. As shown in fig. 5, the building corners are numbered 11, 12, 13, 14. Points with large sedimentation amount are 11 and 12, when grouting only lifts 12, the non-lifting side 13 is lifted, especially when the side where 12 and 13 are located is a short side, the phenomenon of lifting is easier to generate, and the phenomenon that the point 11 is accelerated to sink is generated at the same time. If the grouting lifting operation is carried out on the 11 th point and the 12 th point at the same time, the linked lifting phenomenon of the 13 th point can be avoided. The grouting lifting work must be simultaneously performed at both corners of the lifting side.

And during lifting, simultaneously performing pressure grouting in a lifting hole 4 on the lifting side of the control building, wherein the grout adopted by the pressure grouting is double-component grout, the grout with different components is pressed into a soil body at a grout outlet at the bottom of a grouting pipe or a drill rod and is converged to react and solidify, the initial setting time is 5-60s, and the grouting pressure is 1.2-2.5 Mpa. At the moment, the lifting side takes the non-lifting side as a rotating shaft to slowly lift the lifting side of the building, so that the non-lifting side is prevented from being lifted together. During lifting, the elevation data of each measuring point of the building are collected by a level gauge for real-time monitoring, and the lifting speeds of two corners of the building on the lifting side are controlled by adjusting the grouting pressure and the concentration of slurry, so that the two corners are lifted at a constant speed and finally lifted to the height which is the same as the elevation of the corresponding corner on the non-lifting side of the building. The lifting speed is controlled in the grouting process, so that the two corners reach the final elevation at the same time, and the technical measure prevents the corner on the non-lifting side from being lifted together when the other corner continues grouting after one corner stops.

Furthermore, intermittent grouting lifting is adopted during grouting lifting, grouting is firstly lifted for a certain height, grouting is suspended for a certain time, then grouting is carried out for a certain height, each lifting is generally 1cm, and the suspension time is generally 12-24 hours. And the intermittent grouting lifting is realized by firstly lifting the building, then suspending to redistribute the stress in the building, and grouting and lifting for a section of height after the building is adaptive to the stress after lifting, so that the secondary damage to the building during lifting is avoided, and the structural stability of the building is ensured.

Referring back to fig. 1, when the lifting side is the long side of the building, the distance between the two end lifting points is generally more than 10 meters, in this case, the middle of the strip foundation 1 is suspended, which is disadvantageous to the structure of the strip foundation 1. Therefore, preferably, a plurality of encrypted lifting holes 41 are arranged at intervals between the original lifting holes 4 along the length direction of the outer wall on the lifting side. Preferably, the bottom of the encrypted elevated holes 4 extends directly below the structural pillars 94. And (3) simultaneously performing pressure grouting in all the lifting holes 4, lifting the lifting side of the building, and controlling the lifting speed of the outer wall 2 of the building at each lifting point during lifting so as to ensure that each lifting point on the lifting side of the building is lifted at the same speed, and finally, the lifting points are simultaneously lifted to the height which is the same as the elevation of the corresponding position of the non-lifting side of the building.

Referring to fig. 5, after the lifting is completed, the elevation of the corner 11 and the corner 14 of the building is the same, and the elevation of the corner 12 and the corner 13 is the same. At this time, if the elevation difference between the corner 11 and the corner 13 is not large, for example, less than 2cm, the lifting process may not be performed; if the elevation difference between the two is large, for example, greater than 5cm, whether to lift again can be determined according to actual conditions. If the lifting is to be continued, the edges where the corners 12 and 13 are located are defined as lifting sides, then the steps S3 and S4 are repeated, and finally the elevations of the four corner points (namely all the elevations of the strip foundation 1) are lifted to a uniform elevation to be basically level.

1 bar foundation 1S5 of bar foundation, formation reinforcement pile foundation: as shown in fig. 3, a plurality of inclined pile foundation holes 7 are drilled on the side surface of the strip foundation 1, and a drill rod 93 of the drilling and injection integrated machine extends from the pile foundation holes 7 into the soil layer below the bottom of the reinforcement body 3, wherein the hole bottom is positioned right below the strip foundation 1. Preferably, the bottom of the pile foundation hole 7 extends to the position right below the intersection point, so that the intersection of the strip foundations 1 forms a reinforced pile foundation. The grouting can adopt two processes of integral forward grouting or integral backward grouting and section-by-section layered pressure grouting. The overall receding type layered grouting method is the same as the process used in forming the reinforcing body 3 in step S2 of this embodiment. The overall advancing grouting method mainly comprises the steps of drilling downwards for a section, performing pressure grouting, continuing drilling downwards and grouting, repeatedly operating, drilling to the designed depth and pulling out the drill rod 93 upwards after grouting is finished.

The integral forward type and integral backward type grouting can be used for the construction of reinforcing pile foundations in common foundations and stratums. However, when the foundation is a special stratum such as volcanic ash, collapsible loess, miscellaneous filling soil and the like, a complete and effective supporting reinforced pile foundation cannot be formed by adopting a conventional grouting process due to incompact geology or existence of a gap channel, and at the moment, a process of repeated cyclic drilling and retraction is required to be adopted to form the reinforced composite pile foundation 6. The concrete steps of the construction of the reinforced composite pile foundation 6 are described below with reference to the volcanic ash formation.

Step S5-1, as shown in FIG. 2, drilling rods 93 of the drilling and grouting integrated machine drill into soil layers below the bottom of the strip foundation 1 from the side surfaces of the strip foundation 1; the diameter of the drill rod 93 is 42mm, a double core pipe is adopted, the diameter of an inner core is 12mm, and a grouting drill bit is a double-slurry mixer.

Step S5-2, after drilling to the designed depth, forming a pile foundation hole 7, and then carrying out filling and grouting; preferably, the drilling is carried out to the next stratum of the stratum where the bottom end of the pile foundation is positioned or to the bearing stratum with large bearing capacity. It should be noted that the "design depth" is not the position of the bottom end of the final shaped reinforced composite pile foundation 6, but exceeds the position of the bottom end of the composite pile foundation. As shown in fig. 6, after the grouting pressure reaches a certain grouting pressure and is stabilized, or after the injection rate of the grout reaches the design requirement, the injected grout fills the relatively less dense area of the soil around the drill pipe 93 and is solidified within 10s-60s to form an irregular grouting body 8;

step S5-3, as shown in FIG. 7, retracting the drill rod 93 upwards, wherein the retracting length is L, L is 1.5-3m, and L is 2m in the embodiment; stopping rollback, and continuing filling and grouting; stopping grouting after the grouting pressure reaches a certain grouting pressure and is stabilized or the injection rate of the grout reaches the design requirement, and forming an irregular grouting body 8;

step S5-4, as shown in FIG. 8, drilling the drill rod 93 downwards again, wherein the forward length is half of the retraction length L, and then stopping drilling and performing pressure grouting; in the range of the irregular grouting body 8 formed by grouting in the steps 5-3 and 5-4, 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 61 with a certain strength, and the center of the horizontal section of the short cylinder 61 is superposed with the center of the drill rod 93;

step S5-5, referring to fig. 9 and 10, repeating steps 5-3 and 5-4 until the grouting is performed to the bottom of the reinforcement body 3; as shown in fig. 11, all the continuous short cylinders 61 formed by grouting during repeated advancing and retracting form a complete reinforced composite pile foundation 6, the top surface of the reinforced composite pile foundation 6 is combined with the reinforcing bodies 3, and the pile plate structure is formed together with the reinforcing bodies 3 to support the strip foundation 1.

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. Can form the reinforcement composite pile foundation 6 that the diameter is greater than 3 meters under this pressure state to increase the interval between two reinforcement composite pile foundations 6 to 8-12 meters, satisfy and accept under the prerequisite that comes from the top building load, practice thrift grouting material, improve the efficiency of construction.

The principle analysis of the construction process of the reinforced composite pile foundation 6 is as follows: as shown in fig. 12 and 13, when the drill pipe 93 is drilled to the designed depth for grouting and when the grouting is filled at different depths after each retraction, the main purpose is to fill the relatively less dense area around the drill pipe 93, and the grouting liquid does not spread too far along the relatively less dense area due to the rapid solidification of the grouting liquid. The grouting body formed by the grouting liquid and the soil body after the grouting forms an irregular shape around the drill rod 93, and the center of the horizontal section of the grouting body deviates far from the center of the drill rod 93. Since the grout is not completely mixed with the soil, a part of the grout forms a tree root-like structure as described in patent application publication No. CN 107435346A. The filling and grouting stop time is mainly controlled by grouting pressure and the injection rate is controlled as an auxiliary time.

When the drill rod 93 is drilled downwards again and inserted into the range of filling and grouting bodies for pressure grouting, the relatively less compact areas around the drill rod 93 are filled during the filling and grouting, so that the grouting can uniformly apply pressure to the soil around the drill rod 93, the grout can uniformly penetrate into gaps between the surrounding soil and volcanic ash, a short cylinder 61 with certain strength is formed by solidification, and the center of the horizontal section of the short cylinder 61 is overlapped with the center of the drill rod 93. Pressure grouting mainly takes injection rate control as a main part and pressure control as an auxiliary part. When the grouting pressure reaches the design value, but the injection rate is lower than 50% of the design injection rate, the grouting pressure is increased appropriately, grouting is continued, and grouting can be stopped and rollback can be performed when the injection rate reaches more than 70% of the design injection rate. As shown in fig. 14, all the short cylinders 61 are formed by pressure grouting, and the horizontal section centers of all the short cylinders 61 are substantially overlapped with the center of the drill pipe 93, so that all the short cylinders 61 form the complete reinforced composite pile foundation 6 in the vertical direction, and the top surface of the reinforced composite pile foundation 6 supports the reinforcing body 3.

Preferably, carry out the secondary mud jacking in strengthening body 3, between reinforcing composite pile foundation 6 top surface and the bar foundation 1 bottom surface, make the top of reinforcing composite pile foundation 6 extend to the bottom surface of bar foundation 1, form the better additional strengthening of atress.

Example two:

when the foundation of the building is a special stratum such as collapsible loess, miscellaneous filling soil and the like, the drilling and grouting operation adopts an integral forward grouting process, and integral backward grouting is not suitable. Because need once only bore the drilling rod to the design depth during whole formula slip casting construction of retreating, bore to the design depth in-process, the water that drills bit position spun can soften the soil body of periphery to cause the secondary of building to subside. 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 outlet 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 present embodiment is described in detail with respect to how to form the reinforcing body 3 and the reinforcing composite pile foundation 6 in the special strata such as collapsible loess and miscellaneous fill:

step S2, forming the reinforcing body 3: the difference from the first embodiment is that the backward grouting process is changed into the forward grouting process. Specifically, during grouting, a drilling and grouting integrated machine is adopted for drilling and grouting, the drill rod 93 is drilled into the bottom of the strip foundation 1 from the reinforcing grouting hole 31 to a certain depth, for example, 0.7m, then grouting is started, and the grouting pressure reaches 0.8 Mpa; drilling for 0.7m continuously, and beginning grouting; and repeating the operations until the drilling reaches the designed depth. Finally, the drill pipe 93 is pulled out and the borehole is simultaneously filled with the slurry. And then grouting other reinforcing grouting holes 31 by adopting a jump-hole method, and forming a continuous and complete reinforcing body 3 at the bottom of the strip foundation 1 after all the reinforcing grouting holes 31 are completely grouted.

Step S5, forming the reinforced pile foundation 6:

step S5-1', a plurality of foundation holes 7 are drilled in the reinforcing body 3.

Step S5-2', as shown in FIG. 12, the drill rod 93 of the drilling and grouting integrated machine is inserted from the pile foundation hole 7 and then drilled into the soil layer below the bottom of the reinforcement body 3; and (3) drilling to the length L below the bottom of the reinforcing body 3, wherein the length L is 2.0m, then stopping drilling, filling and grouting, filling gaps of soil around the drill rod 93 and a through gap channel 91 (shown in figure 12) or a relatively less compact region of soil around the drill rod 93 (shown in figure 15) with the injected grout after the grouting reaches a certain grouting pressure and is stable or the injection rate of the grout reaches the design requirement, and solidifying within 10s-60 s. The slurry solidifies to form a root-like slip 92 or irregular slip 8.

In the following, fig. 12-14 are schematic diagrams of filling the gaps and through gap channels 91 of the surrounding soil body to form a tree-root-shaped grouting body 92 when grouting is performed in the miscellaneous fill stratum; fig. 15-16 are schematic diagrams of filling a relatively less dense region of soil around the drill pipe 93 with irregular grouting 8 in a collapsible loess formation.

Step S5-3', as shown in fig. 13 and 16, retracting the drill rod 93 upward by a length half of the drilling length L, and then stopping the retraction to perform pressure grouting; in the range of the tree-root-shaped grouting body 92 or the irregular grouting body 8 formed by grouting in the step S5-2', the grout is uniformly diffused towards the periphery, after the grouting reaches a certain pressure and is stabilized, or after 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 61 with certain strength, and the center of the horizontal section of the short cylinder 61 is coincided with the center of the drill rod 93.

Step S5-4 ', as shown in fig. 11 and 14, repeat step 5-2 ' and step 5-3 ' until the grouting depth reaches the design depth.

And step S5-5', the drill rod 93 is pulled out upwards, and grout is injected to fill and compact the drilled hole while pulling out.

Step S5-6', as shown in fig. 11 and 14, all the continuous short cylinders 61 formed by grouting repeatedly advance and retreat to form the complete reinforced composite pile foundation 6, and the reinforced composite pile foundation 6 and the reinforcing bodies 3 form a pile plate structure to support the strip foundation 1.

It should be noted that: the reinforcing body 3 is formed by grouting once at each depth, but because the overlapped occlusion reinforcement is formed at the bottom of the strip foundation 1, the integral stress is mainly applied; the interval between two adjacent piles of the reinforced composite pile foundation 6 is far, the piles are stressed independently, and the constraint force of the peripheral soil body on the pile body is small, so that the piles need to repeatedly advance and retreat to form a pile foundation structure with an effective diameter.

Preferably, carry out the secondary mud jacking in strengthening body 3, between reinforcing composite pile foundation 6 top surface and the bar foundation 1 bottom surface, make the top of reinforcing composite pile foundation 6 extend to the bottom surface of bar foundation 1, form the better additional strengthening of atress.

Example three:

this embodiment mainly describes the reinforcement lifting of a box-shaped foundation building. Unlike the first and second embodiments in which all of the above bar foundations 1 are identical to the partition walls 10 in the box foundation, the above-described outer walls are identical to the outermost partition walls 10 in the box foundation, and the reinforcing grout holes 31, the lifting holes 4, and the pile foundation holes 7 are all required to be punched through the bottom plate 101 of the box foundation.

When the building for the box-shaped foundation is lifted, preferably, as shown in fig. 17, two lifting holes 4 are correspondingly arranged at each building corner of the lifting side, and the two lifting holes 4 are respectively positioned at the outer sides of two mutually vertical outer contour lines of the strip-shaped foundation 1; respectively extend to the right lower parts of the two vertical outer walls 2.

The method also comprises a reinforcement step S4-1 after the step of S4 lifting and between the step of pile foundation reinforcement construction: with reference to fig. 18, a reinforcing hole 5 is disposed in the middle of the bottom plate 101 of the box-shaped foundation, the reinforcing hole 5 may use an original reinforcing grouting hole 31, the bottom of the reinforcing hole 5 extends to the joint surface between the bottom plate 101 and the reinforcing body 3, the bottom end of the reinforcing hole 5 is grouted, and the gap between the bottom surface of the bottom plate 101 and the top surface of the reinforcing body 3 is tightly filled to prevent the building from subsiding again after grouting and lifting are completed. The grout injected into the reinforcing holes 5 generally adopts cement paste. When the area of the bottom plate 101 is large, a plurality of reinforcing holes 5 may be provided at intervals. When the reinforcing holes 5 are grouted, a plurality of original reinforcing grouting holes 31 are selected to be used as exhaust holes at the positions close to the outer wall of the building, and other grouting reinforcing holes are subjected to hole sealing treatment. When the slurry returned through the vents, the voids proved to be densely packed.

Further comprises the steps of hole sealing: after grouting, all drilled holes in the bottom plate 101 of the box-shaped foundation and the chiseled protective layer are plugged and leveled by cement mortar with the same mark or higher mark relative to the bottom plate 101.

Example four:

the difference from the above embodiment is that: as shown in fig. 19, the reinforcing grouting holes 31 are arranged in pairs, and the two reinforcing grouting holes 31 are one deep and one shallow, the bottom of the shallow hole is located at a position close to the strip-shaped foundation or bottom plate 101, and the bottom of the deep hole is located at a position of the arrangement depth. During construction, the deep hole is grouted first and then the shallow hole is grouted. When the bar foundation size is great, because the slope setting of deep hole can cause the unable problem that forms great extension reinforcing body 3 of opposite side on the bar foundation, make reinforcing body 3 all have great extension to support in the both sides of bar foundation 1 after carrying out supplementary slip casting through the shallow hole.

In the reinforcing grouting and lifting grouting mentioned in the above embodiments, and the filling grouting and pressure grouting in the process of forming the reinforcing composite pile foundation, the used grouting liquid adopts two-component composite grouting liquid, which is named as a grouting liquid a and a grouting liquid B for convenience, the two grouting liquids reach the grout outlet of the grouting pipe (i.e. the drill rod 93) from different channels of the drill rod respectively, the surrounding soil body is pressed into the grout outlet, a chemical reaction occurs after the two grouting liquids are converged in the soil body, and the 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 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 (9)

1. A method for reinforcing and lifting a bar-shaped or box-shaped foundation building is characterized by comprising the following steps:

s1, layout point: the bottom of the building comprises a strip foundation (1) or a box foundation, and the box foundation comprises a partition wall (10) and a bottom plate (101); arranging a plurality of measuring points at intervals around the outer wall of the building, and determining one side of the building where two points with large settlement amount are located as a lifting side according to the elevations of the measuring points;

s2, forming a reinforcement (3): arranging a plurality of reinforcing grouting holes (31) along the side surface of the strip-shaped foundation (1) or the partition wall (10), wherein the reinforcing grouting holes (31) extend to the lower part of the strip-shaped foundation (1) or the partition wall (10), pressure grouting is carried out in the reinforcing grouting holes (31), grouting ranges of adjacent reinforcing grouting holes (31) of the strip-shaped foundation (1) are mutually overlapped, and finally a strip-shaped reinforcing body (3) is formed at the bottom of the strip-shaped foundation (1) or the partition wall (10);

s3, arranging a lifting hole (4): in the position of the lifting side of the building, which is close to the corner, a lifting hole (4) which inclines downwards is distributed on the side surface of the strip foundation (1) or the partition wall (10), and the bottom of the lifting hole extends to the position close to the bottom of the reinforcing body (3) and is positioned right below the strip foundation (1) or the partition wall (10);

s4, lifting: pressure grouting is carried out in the lifting holes (4) at the same time, the lifting side of the building is lifted, and the lifting speed of two corners of the building on the lifting side is controlled during lifting, so that the elevations of the two corners are finally lifted to the height which is the same as the elevation of the corner corresponding to the non-lifting side of the building at the same time;

s5, forming a reinforced composite pile foundation (6): drilling a plurality of inclined pile foundation holes (7) on the side surfaces of the strip foundation (1) or the partition wall (10), wherein a drill rod (93) extends into a soil layer below the bottom of the reinforcement body (3) from the pile foundation holes (7), and the hole bottom is positioned right below the strip foundation (1) or the partition wall (10); in the drilling and retracting processes, pressure grouting is carried out section by section to form a continuous reinforced composite pile foundation (6); the reinforced composite pile foundation (6) and the reinforcing body (3) are combined to form a pile plate reinforced structure which supports the strip foundation (1) or the box foundation and the building on the upper part of the box foundation together; drilling and retreating a drill rod (93) in a pile foundation hole (7) repeatedly and circularly, grouting, performing pressure grouting twice in each drilling and retreating, performing pressure grouting twice in each section of soil layer, wherein the first pressure grouting is filling grouting, and forming irregular grouting bodies (8) around the drill rod after filling grouting; the second pressure grouting is carried out in the irregular grouting body (8) formed by filling grouting, and the grout is uniformly diffused to the periphery and is uniformly mixed with the soil body to form a short cylinder (61) with the center of the horizontal section coincident with the center of the drill rod; all the short cylinders (61) which are continuous from top to bottom form a reinforced composite pile foundation (6), the reinforced composite pile foundation (6) is combined with the reinforcing body (3) to form a pile plate reinforcing structure, and the strip-shaped foundation (1) or the box-shaped foundation and the building on the upper portion of the box-shaped foundation are supported together.

2. The reinforcement lifting method for a bar-shaped or box-shaped foundation building according to claim 1, wherein: the reinforcing grouting holes (31) are arranged in pairs, the two reinforcing grouting holes (31) are deep and shallow, and the bottoms of the shallow holes are positioned close to the strip-shaped foundation (1) or the bottom plate (101).

3. The reinforcement lifting method for a bar-shaped or box-shaped foundation building according to claim 1, wherein: the reinforced composite pile foundation (6) is arranged at the intersection of the partition walls (10) of the strip foundation (1) or the box foundation, and the bottom of the pile foundation hole (7) extends into the position right below the intersection point.

4. The reinforcement lifting method for a bar-shaped or box-shaped foundation building according to claim 1, wherein: in the step S5, filling and grouting are carried out after a drill rod (93) of the drilling and grouting all-in-one machine drills to the designed depth at one time; after grouting reaches a certain grouting pressure and is stabilized or the injection rate of the grout reaches the design requirement, the injected grout fills a relatively incompact area of a soil body around the drill rod (93) and is solidified within 10s-60s to form irregular grouting body (8);

a drill rod (93) is retracted upwards, the retraction length is L, then the retraction is stopped, and the filling and grouting are continued; stopping grouting after the grouting pressure reaches a certain grouting pressure and is stabilized or the injection rate of the grout reaches the design requirement, and forming irregular grouting body (8);

drilling the drill rod (93) downwards again, wherein the forward length is half of the retraction length L, and then stopping drilling to perform pressure grouting; in the range of the irregular grouting body (8), 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 (61) with certain strength, and the center of the horizontal section of the short cylinder (61) is superposed with the center of the grouting pipe;

and (4) repeatedly performing retraction filling grouting and forward pressure grouting, wherein the retraction length is L each time, and the forward length is half of L until the bottom of the reinforcing body (3).

5. The reinforcement lifting method for a bar-shaped or box-shaped foundation building according to claim 4, wherein: in the step S5, a drill rod (93) is drilled into the reinforcing body (3) to a length L below the bottom, filling grouting is carried out, and grouting is stopped after the grouting pressure reaches a certain grouting pressure and is stabilized or the grouting rate of grout reaches the design requirement; the injected slurry is filled in the gaps of the soil around the drill rod (93) and the through clearance channel (91) or the relatively less compact area of the soil around the drill rod (93) and is solidified in 10s-60 s; after solidification, a tree root-shaped grouting body (92) or an irregular grouting body (8) is correspondingly formed;

a drill rod (93) is retracted upwards, the retraction length is half of the drilling length L, then the retraction is stopped, and pressure grouting is carried out; in the range of tree-root-shaped grouting bodies (92) or irregular grouting bodies (8), grout is uniformly diffused towards the periphery, after grouting reaches 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 (61) with certain strength, and the center of the horizontal section of the short cylinder (61) is superposed with the center of a grouting pipe;

drilling filling grouting and backspacing pressure grouting are repeatedly carried out, the length of each drilling is L, and the backspacing length is half of L until the design depth is reached;

and (3) upwards pulling out the drill rod (93), and injecting slurry to tightly fill the drill hole while pulling out.

6. A method for reinforcement and lifting of a foundation structure in the form of bars or boxes according to any of claims 1-5, characterised in that: and secondary grouting is carried out between the top surface of the reinforced composite pile foundation (6) and the bottom surface of the strip foundation (1) or the bottom plate (101) in the reinforced body (3) so that the top end of the reinforced composite pile foundation (6) extends to the bottom surface of the strip foundation (1) or the bottom plate (101).

7. A method for reinforcement and lifting of a foundation structure in the form of bars or boxes according to any of claims 1-5, characterised in that: the method also comprises S4-1, filling reinforcement: and (2) arranging a reinforcing hole (5) in the middle of the bottom plate (101) of the box-shaped foundation, extending the bottom of the reinforcing hole (5) to the joint surface of the bottom plate (101) of the box-shaped foundation and the reinforcing body (3), grouting the bottom end of the reinforcing hole (5), and filling and compacting gaps between the bottom surfaces of all the bottom plates (101) and the top surface of the reinforcing body (3).

8. A method for reinforcement and lifting of a foundation structure in the form of bars or boxes according to any of claims 1-5, characterised in that: a plurality of encrypted lifting holes (41) are arranged at intervals between the lifting holes (4) on the lifting side along the length direction of the outer wall; and (3) simultaneously performing pressure grouting in all the lifting holes (4), lifting the lifting side of the building, and controlling the lifting speed of the outer wall (2) of the building at each lifting point during lifting so as to uniformly lift each lifting point of the lifting side of the building and finally simultaneously lift the lifting side of the building to the height which is the same as the elevation of the corresponding position of the non-lifting side of the building.

9. A method for reinforcement and lifting of a foundation structure in the form of bars or boxes according to any of claims 1-3, characterised in that: and in the step S4, intermittent grouting lifting is adopted during lifting, grouting is firstly lifted to a certain height, grouting is suspended for a period of time, and then grouting is carried out to a certain height.

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