An integrated support for settlement control and seismic isolation of an existing building and a method of use thereof

Abstract

The present invention discloses an integrated bearing for settlement control and seismic isolation of existing buildings and a method of use, and relates to the technical field of protection of existing buildings in civil engineering. It includes a cast-in-place support system, an assembled settlement control system and an assembled seismic isolation system; the cast-in-place support system includes an upper support beam and a lower support beam plate; the assembled settlement control system includes a jack, a T-shaped support pier, an assembled sand pool and a sand storage trough; the assembled seismic isolation system includes a sliding seismic isolation bearing, a seismic isolation limiter and a rotatable chassis. The present invention realizes the function of one-time construction and multiple corrections, and at the same time has good seismic isolation performance, so that the seismic isolation effect is not affected by the inclination of the building, and has strong concealment, and has no obvious impact on the appearance and internal structure of the cultural relic building; at the same time, it reduces the human and material input for subsequent correction, saving resources; the materials required for correction, such as fine sand and water, are common and easy to collect; the whole system is simple and convenient to assemble, and the construction efficiency is high.

Description

Technical Field

[0001] The invention relates to the technical field of protection of existing buildings in civil engineering, and in particular to an integrated bearing for settlement control and seismic isolation of existing buildings and a use method thereof. Background Art

[0002] Existing buildings often suffer from uneven foundation settlement due to factors such as human or natural disasters, which not only affects the normal use of the building, but also endangers people's property and life safety in serious cases, bringing inestimable impacts to society. There are many reasons for the irreversible disaster of buildings, such as mining under existing buildings, tunnel crossing, precipitation, softening of foundations by water, and tilt caused by load eccentricity during other design, construction, and use. Especially in the mining goaf area, even large-scale building groups will tilt. At the same time, earthquake disasters occur frequently in my country. According to the current "Code for Seismic Design of Buildings", my country is a seismic fortification area throughout the country, and the losses and tragedies caused by earthquakes are countless every year. Therefore, it is of great significance to design a low-cost, long-term integrated technology for seismic prevention and settlement control for the protection of existing buildings.

[0003] Building correction technology began to develop after entering the 20th century, and various correction methods have emerged one after another. The excavation method uses the method of driving anti-sinking piles on the side of the house with greater settlement and excavating the soil under the foundation on the side with less settlement according to the reasons for building settlement and the characteristics of the house, so as to weaken the foundation reaction force and make it settle, thereby achieving the purpose of correction. The appropriate amount of excavation and the correction effect of the excavation method require multiple rounds of excavation attempts under strict settlement monitoring conditions. To avoid engineering risks, the correction time is often as long as several months. The grouting method uses high-pressure cement grouting to reinforce and correct the foundation on the side of the building where the bearing capacity of the foundation is weak and settlement occurs. However, this solution is only applicable to foundation reinforcement under raft foundations, and a sealing belt needs to be set up around the building. The grouting pressure and grouting amount need to be tested on site, and the controllability is poor. There will be slurry leakage around the building. It is often powerless for correction projects with settlement differences greater than 10 cm. The static pile pressure method uses hydraulic jacks to press the steel pipe pile body into the foundation in sections, which strengthens the foundation bearing capacity of the settlement side of the building, and restores the inclination of the structure by controlling the pressure. However, due to the limitations of the ultimate bearing capacity of a single pile and the foundation's shear bearing capacity, this method has a better foundation reinforcement effect. When correcting, all points need to be controlled with high precision and synchronization, which has high technical difficulty and cost, and pile sealing with load is required, otherwise the anchor pile will rebound and reduce the correction effect. The above existing methods of correcting the deviation of existing buildings are not sustainable, and are almost powerless to correct the deviation and preventive engineering of buildings that may repeatedly experience large settlement differences. For example, the cost of correcting the deviation of buildings on foundations in large-scale mined-out areas and coastal tidal areas is difficult to estimate.

[0004] The methods for controlling building settlement mostly adopt active underpinning and passive underpinning. Active underpinning often ensures deformation requirements through active deformation adjustment, that is, before the existing foundation is removed, loads are applied to the new piles and underpinning structure, so that the piles or columns to be underpinned rise together with the underpinning beam under the action of the upper force, thereby overcoming the large settlement of the upper building that may be caused by insufficient stiffness of the underpinning beam. Passive underpinning means that the underpinning structure has a small load and the deformation control requirements are not strict. Relying on the energy dissipation of the cross-sectional stiffness of the underpinning structure itself, the underpinning piles can be removed after the underpinning structure is completed, and the upper load is directly transferred to the new piles through the underpinning beam without taking other measures to adjust the deformation. These methods often require the addition of pile foundations to the existing buildings while correcting the deviation. Faced with the multiple settlement risks faced by the foundation affected by the deep goaf, when the number of corrections is too many, it is difficult to set up new pile foundations and the overall correction cost is difficult to estimate.

[0005] In the field of building seismic isolation, the seismic isolation solution adopted by most projects is to install seismic isolation bearings. Under normal circumstances, seismic isolation bearings can stably support the weight of the building. When an earthquake disaster occurs, the seismic isolation bearings follow the horizontal deformation of the building and have appropriate elastic recovery force, which can fully absorb the energy generated by the earthquake and protect the building from damage. However, if the building does not have corresponding correction facilities, when the house tilts, the displacement direction of the seismic isolation bearing and the horizontal earthquake action direction will form an angle, resulting in a significant reduction in the seismic isolation effect. Conventional jacking and forced landing corrections are difficult to restore the original seismic isolation effect without reinstalling and adjusting the seismic isolation bearings.

[0006] In summary, there is currently no preventive protection method for the integrated correction and seismic isolation of existing buildings on foundations with large-scale and long-term disturbances. Summary of the invention

[0007] The main purpose of the present invention is to provide an integrated bearing for settlement control and seismic isolation of existing buildings and a method of use, so as to protect and control the settlement of existing buildings in areas where settlement differences and earthquake disasters may occur. The operation is simple and convenient, the sustainability is good, and the safety is high, which is of great significance to the long-term protection of cultural relics buildings.

[0008] To achieve the above-mentioned purpose, the present invention provides an integrated support for settlement control and seismic isolation of an existing building and a method of use thereof, including a cast-in-place support system, an assembled settlement control system and an assembled seismic isolation system;

[0009] The cast-in-place underpinning system comprises an upper underpinning beam and a lower underpinning beam plate, wherein a group of first embedded threaded sleeves and two groups of second embedded threaded sleeves are arranged at the lower side of the upper underpinning beam, and the two groups of second embedded threaded sleeves are symmetrically distributed on both sides of the first embedded threaded sleeve; and an arc-shaped pit is arranged on the lower underpinning beam plate;

[0010] The assembled settlement control system includes a jack, a T-shaped support pier, an assembled sand pool and a sand storage tank; the jack is installed on the first embedded threaded sleeve by bolts; two T-shaped support piers are provided, which are respectively installed on two sets of second embedded threaded sleeves by bolts; the assembled sand pool is filled with fine sand, the sand storage tank is installed around the assembled sand pool, the lower end of the jack is in contact with the top of the assembled sand pool 7, and the T-shaped support pier is inserted in the assembled sand pool and in contact with the fine sand;

[0011] The assembled seismic isolation system includes a sliding seismic isolation bearing, a seismic isolation limiter and a rotatable chassis; the sliding seismic isolation bearing is installed at the bottom of the assembled sand pool, and the assembled sand pool is abutted against the top of the rotatable chassis through the sliding seismic isolation bearing. The bottom of the rotatable chassis is an arc surface that matches the arc pit, and the rotatable chassis is placed in the arc pit. There are multiple seismic isolation limiters, which are evenly arranged around the top of the rotatable chassis.

[0012] Furthermore, the assembled sand pool 7 includes a sand pool bottom plate, a sand pool wall, a pin, a sand leakage hole, and a hole plug. The sand pool bottom plate is in a "mountain" shape, and the sand pool wall is in a "[" shape. Two sand pool walls are provided, symmetrically wrapped on both sides of the sand pool bottom plate, and pin holes are provided at both ends of the sand pool wall; pin holes are also provided at corresponding positions of the sand pool bottom plate, and sand leakage holes are provided at the bottom of the side wall of the sand pool wall, and the sand leakage holes are plugged with hole plugs; after the sand pool wall and the sand pool bottom plate are closed, pins are inserted into the pin holes for anchoring.

[0013] Furthermore, the bottoms of the two T-shaped supporting piers are respectively adapted to the two sand cavities of the assembled sand pool, and sand injection holes are provided at the bottoms of the T-shaped supporting piers. The output end of the jack abuts against the central column in the middle of the sand pool bottom plate.

[0014] Furthermore, the sliding isolation bearing in the prefabricated isolation system should coincide with the plane centers of the prefabricated sand pool and the rotatable chassis.

[0015] Furthermore, the lower surface of the rotatable chassis in the assembled seismic isolation system is a spherical surface and a friction pair is adhered thereto.

[0016] Furthermore, the whole is arranged under the structural column of the existing building.

[0017] The present invention also provides a method for using an integrated bearing for settlement control and seismic isolation of an existing building, which is characterized by comprising a jacking method and a forced landing method.

[0018] Furthermore, when the building tilts due to the settlement difference, the part with larger settlement of the building is lifted by the jacking method, and the jacking method includes the following steps:

[0019] S1. Use bolts to fix the jack to the first embedded threaded sleeve at the lower part of the upper support beam;

[0020] S2. Slowly pressurize the jack until the jacking reaches the target height;

[0021] S3, inject fine sand and water through the sand injection hole to fill the bottom of the T-shaped support pier plug;

[0022] S4, then slowly unload the jack until the T-shaped support pier is stably supported on the fine sand;

[0023] S5. Remove the jack.

[0024] Further, when the building tilts due to the settlement difference, and the thickness of the sand layer in the assembled sand pool 7 on the non-settling side of the building or the side with less settlement of the building is not less than 50 mm, a forced landing method can be used to pump out sand for forced landing, and the forced landing method includes the following steps:

[0025] S1. Open the sand leakage hole on the assembled sand pool;

[0026] S2. Inject water through the sand injection hole to make the fine sand flow out from the sand leakage hole to the sand storage tank, and the fine sand layer is reduced to the target height;

[0027] S3. Use a hole plug to plug the sand leakage hole.

[0028] The present invention has the following beneficial effects:

[0029] The present invention realizes the function of one-time construction and multiple corrections, and at the same time has good seismic isolation performance, so that the seismic isolation effect is not affected by the inclination of the building, and has strong concealment, and has no obvious impact on the appearance and internal structure of the cultural relic building. At the same time, it reduces the human and material input for subsequent corrections and saves resources. The materials required for correction, such as fine sand and water, are common and easy to collect. The entire system of the present invention is simple and convenient to assemble, and has high construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 It is a schematic diagram of an integrated bearing for settlement control and seismic isolation of an existing building according to the present invention.

[0031] Figure 2 It is a transverse cross-sectional view of an integrated bearing for settlement control and seismic isolation of an existing building according to the present invention.

[0032] Figure 3 It is a longitudinal cross-sectional view of an integrated bearing for settlement control and seismic isolation of an existing building according to the present invention.

[0033] Figure 4 It is a schematic diagram of assembling a prefabricated sand pool of an integrated support for settlement control and seismic isolation of an existing building according to the present invention.

[0034] Figure 5It is a cross-sectional view of an assembled sand pool of an integrated support for settlement control and seismic isolation of an existing building according to the present invention.

[0035] Figure 6 The present invention is a schematic diagram of the anchoring of a sliding seismic isolation bearing of an existing building settlement control and seismic isolation integrated bearing.

[0036] Figure 7 The present invention is a plan layout diagram of an integrated support for settlement control and seismic isolation of an existing building.

[0037] Among them, 1. upper support beam; 2. jack; 3. first embedded threaded sleeve; 4. second embedded threaded sleeve; 5. T-shaped support pier; 6. sand injection hole; 7. assembled sand pool; 7-1. sand pool bottom plate; 7-2. sand pool wall; 7-3. pin; 7-4. sand leakage hole; 7-5. hole plug; 8. sand storage trough; 9. sliding isolation bearing; 10. isolation limiter; 11. rotatable chassis; 12. arc pit; 13. lower support beam plate. DETAILED DESCRIPTION

[0038] In order to achieve the above-mentioned purpose and effect, the technical means and structures adopted by the present invention are described in detail with reference to the accompanying drawings for the features and functions of the preferred embodiments of the present invention.

[0039] like Figure 1-7 As shown, the present invention provides an integrated support for settlement control and seismic isolation of an existing building, which is arranged under the structural column of the existing building and includes a cast-in-place support system, an assembled settlement control system and an assembled seismic isolation system;

[0040] The cast-in-place underpinning system comprises an upper underpinning beam 1 and a lower underpinning beam plate 13. A group of first embedded threaded sleeves 3 and two groups of second embedded threaded sleeves 4 are arranged on the lower side of the upper underpinning beam 1. The two groups of second embedded threaded sleeves 4 are symmetrically distributed on both sides of the first embedded threaded sleeves 3. The lower underpinning beam plate 13 is provided with an arc-shaped pit 12.

[0041] The assembled settlement control system includes a jack 2, a T-shaped support pier 5, an assembled sand pool 7 and a sand storage tank 8; the jack 2 is installed on the first embedded threaded sleeve 3 by bolts; two T-shaped support piers 5 are provided, which are respectively installed on two groups of second embedded threaded sleeves 4 by bolts; the assembled sand pool 7 is filled with fine sand, the sand storage tank 8 is installed around the assembled sand pool 7, the lower end of the jack 2 is abutted against the top of the assembled sand pool 7, and the T-shaped support pier 5 is inserted in the assembled sand pool 7 and abuts against the fine sand;

[0042] The assembled seismic isolation system includes a sliding seismic isolation bearing 9, a seismic isolation limiter 10 and a rotatable chassis 11; the sliding seismic isolation bearing 9 is installed at the bottom of the assembled sand pool 7, and the assembled sand pool 7 is abutted against the top of the rotatable chassis 11 through the sliding seismic isolation bearing 9. The bottom of the rotatable chassis 11 is an arc surface that matches the arc pit 12. The rotatable chassis 11 is placed in the arc pit 12. A plurality of seismic isolation limiters 10 are provided, which are evenly arranged around the top of the rotatable chassis 11.

[0043] The assembled sand pool 7 comprises a sand pool bottom plate 7-1, a sand pool wall 7-2, a pin 7-3, a sand leakage hole 7-4, and a hole plug 7-5. The sand pool bottom plate 7-1 is in a "mountain" shape, and the sand pool wall 7-2 is in a "[" shape. Two sand pool walls 7-2 are provided, symmetrically wrapped on both sides of the sand pool bottom plate 7-1, and pin holes are provided at both ends of the sand pool wall 7-2; pin holes are also provided at corresponding positions of the sand pool bottom plate 7-1, and sand leakage holes 7-4 are provided at the bottom of the side wall of the sand pool wall 7-2, and the sand leakage holes 7-4 are plugged with hole plugs 7-5; after the sand pool wall 7-2 and the sand pool bottom plate 7-1 are closed, the pin 7-3 is inserted into the pin hole for anchoring. The bottoms of the two T-shaped supporting piers 5 are respectively matched with the two sand cavities of the assembled sand pool 7. The bottom of the T-shaped supporting piers 5 is provided with a sand injection hole 6. The output end of the jack 2 abuts against the middle column in the middle of the sand pool bottom plate 7-1.

[0044] The sliding isolation support 9 in the assembled isolation system should coincide with the plane centers of the assembled sand pool 7 and the rotatable chassis 11. The lower surface of the rotatable chassis 11 in the assembled isolation system is a spherical surface and a friction pair is attached.

[0045] In the cast-in-place underpinning system, the upper underpinning beam 1 and the lower underpinning beam slab 13 are both cast-in-place. The lower underpinning beam slab 13 is cast together with the foundation of the existing building and connected as a whole, and bears the overall load of the existing building at the same time. The upper underpinning beam 1 is cast together with the structural column of the existing building and connected as a whole. If there is a floor slab at the upper underpinning beam 1, the initial net distance between the two should be greater than the sum of the height of the jack 2, the height of the assembled sand pool 7, the height of the sliding isolation bearing 9, and the height of the rotatable chassis 11, and should not be less than 800mm, and should not be less than 600mm. The distance between the lower skin of the floor slab of the upper underpinning beam and the upper skin of the raft slab of the lower underpinning beam slab should not be less than 1200mm; if there is no floor slab at the upper underpinning beam 1, the initial net distance between the two should be greater than the height of the jack 2, the height of the T-shaped support pier 5, and the height of the assembled sand pool 7. The sum of the bottom plate thickness of the prefabricated sand pool 7, the height of the sliding seismic isolation bearing 9, and the height of the rotatable chassis 11, should not be less than 800mm, and should not be less than 600mm; the depth of the prefabricated sand pool 7 in the prefabricated settlement control system is determined according to the settlement control target value or the settlement limit value of general buildings, and the depth is not less than 2 times the maximum value of the settlement control range; the height of the T-shaped support pier 5 in the prefabricated settlement control system should not be lower than the depth of the prefabricated sand pool 7, and should not be higher than 3 times the maximum adjustment depth; the thickness of the bottom plate flange of the T-shaped support pier 5 is not greater than 0.4 times the depth of the prefabricated sand pool 7, and should not be less than 100mm, and should not be less than 150mm, and the bottom plate should fit closely to the inner wall of the prefabricated sand pool 7; the cross-sectional size of the push rod of the T-shaped support pier 5 is calculated through the underpinning load.

[0046] In a certain building correction project, the installation steps of the integrated bearing for settlement control and seismic isolation of existing buildings are as follows: the foundation pit is excavated to the foundation of the existing building, and the surface of the structural column at the design position of the existing building foundation and the upper support beam is cleaned and roughened; the upper support beam 1 and the lower support beam slab 13 templates are built according to the design drawings and concrete is poured to make the upper support beam 1 and the structural column connected as one, and the lower support beam slab 13 and the existing building foundation connected as one. The factory prefabricated T-shaped support piers 5, assembled sand pools 7, rotatable chassis 11 and other components are transported to the site for installation; after the concrete curing of the upper support beam 1 and the lower support beam slab 13 is completed, supports are set between the upper support beam 1 and the lower support beam slab 13 around the structural column, the structural column is cut off, and the integrated bearing for settlement control and seismic isolation of the existing building is installed; after the friction pair is pasted on the lower spherical surface of the rotatable chassis 11, it is installed in the arc pit 12; the T-shaped support piers 5 are connected to the upper support beam 1 by bolts. The corresponding second embedded threaded sleeve 4 on the lower side of the replacement beam 1 is connected; after the sliding seismic isolation bearing 9 is installed on the lower side of the sand pool bottom plate 7-1, the sand pool bottom plate 7-1 is pushed onto the rotatable chassis 11; the sand pool wall 7-2 is closed and anchored through the pin 7-3, and the sand leakage hole 7-4 is blocked with the hole plug 7-5; after the assembled sand pool 7 is installed, the steel bracket is welded around the rotatable chassis 11 as a seismic isolation limit 10; the jack 2 is installed on the first embedded threaded sleeve 3 corresponding to the lower side of the upper replacement beam 1; the jack 2 is slowly loaded until it fits tightly with the middle column of the assembled sand pool 7, and fine sand is injected into the sand injection hole 6 until the sand surface in the assembled sand pool 7 reaches the bottom surface of the T-shaped support pier 5; the jack 2 is slowly unloaded until the T-shaped support pier 5 is stably supported on the fine sand in the assembled sand pool 7; the jack 2 is removed; the above installation operations are performed on the positions of all designed supports in turn until all structural columns of the building are cut off.

[0047] The present invention also provides a method for using an integrated bearing for settlement control and seismic isolation of an existing building, which is characterized by comprising a jacking method and a forced landing method.

[0048] In another embodiment, when the building tilts due to the settlement difference, the part of the building with larger settlement is lifted by a jacking method, and the jacking method includes the following steps:

[0049] S1. Use bolts to fix the jack 2 to the first embedded threaded sleeve 3 at the lower part of the upper support beam 1;

[0050] S2, slowly pressurize jack 2 until the jacking reaches the target height;

[0051] S3, inject fine sand and water through the sand injection hole 6 to fill the bottom of the T-shaped support pier plug 5;

[0052] S4, then slowly unload the jack 2 until the T-shaped support pier 5 is stably supported on the fine sand;

[0053] S5. Remove jack 2.

[0054] In another embodiment, when the building tilts due to the settlement difference, and the thickness of the sand layer in the assembled sand pool 7 on the non-settling side of the building or the side with less settlement of the building is not less than 50 mm, a forced landing method can be used to pump out sand for forced landing, and the forced landing method includes the following steps:

[0055] S1, open the sand leakage hole 7-4 on the assembled sand pool 7;

[0056] S2, inject water through the sand injection hole 6 to make the fine sand flow out from the sand leakage hole 7-4 to the sand storage tank 8, and the fine sand layer is reduced to the target height;

[0057] S3. Use the hole plug 7-5 to plug the sand leakage hole 7-4.

[0058] The above descriptions are only preferred embodiments of the present invention, not all embodiments. Anyone should be aware that any structural changes made under the inspiration of the present invention, and any technical solutions that are the same or similar to the present invention, belong to the protection scope of the present invention.

Claims

1. An integrated bearing for settlement control and seismic isolation of an existing building, characterized in that: Including cast-in-place underpinning system, prefabricated settlement control system and prefabricated seismic isolation system; The cast-in-place underpinning system comprises an upper underpinning beam (1) and a lower underpinning beam plate (13); a group of first embedded threaded sleeves (3) and two groups of second embedded threaded sleeves (4) are arranged on the lower side of the upper underpinning beam (1); the two groups of second embedded threaded sleeves (4) are symmetrically distributed on both sides of the first embedded threaded sleeve (3); and an arc-shaped pit (12) is arranged on the lower underpinning beam plate (13); The assembled settlement control system comprises a jack (2), a T-shaped support pier (5), an assembled sand pool (7) and a sand storage tank (8); the jack (2) is mounted on a first embedded threaded sleeve (3) by means of bolts; two T-shaped support piers (5) are provided, which are respectively mounted on two sets of second embedded threaded sleeves (4) by means of bolts; the assembled sand pool (7) is filled with fine sand, the sand storage tank (8) is mounted around the assembled sand pool (7), the lower end of the jack (2) is in contact with the top of the assembled sand pool (7), and the T-shaped support pier (5) is inserted into the assembled sand pool (7) and in contact with the fine sand; The assembled seismic isolation system comprises a sliding seismic isolation support (9), a seismic isolation limiter (10) and a rotatable chassis (11); the sliding seismic isolation support (9) is installed at the bottom of the assembled sand pool (7); the assembled sand pool (7) is abutted against the top of the rotatable chassis (11) through the sliding seismic isolation support (9); the bottom of the rotatable chassis (11) is an arc surface that matches the arc pit (12); the rotatable chassis (11) is placed in the arc pit (12); a plurality of seismic isolation limiters (10) are provided, which are evenly arranged around the top of the rotatable chassis (11); The assembled sand pool (7) comprises a sand pool bottom plate (7-1), a sand pool wall (7-2), a pin (7-3), a sand leakage hole (7-4), and a hole plug (7-5); the sand pool bottom plate (7-1) is in a "mountain" shape, the sand pool wall (7-2) is in a "[" shape, two sand pool walls (7-2) are provided, symmetrically wrapped around the two sides of the sand pool bottom plate (7-1), and pin holes are provided at both ends of the sand pool wall (7-2); pin holes are also provided at corresponding positions of the sand pool bottom plate (7-1), and a sand leakage hole (7-4) is provided at the bottom of the side wall of the sand pool wall (7-2), and the sand leakage hole (7-4) is plugged with a hole plug (7-5); after the sand pool wall (7-2) and the sand pool bottom plate (7-1) are closed, the pin (7-3) is inserted into the pin hole for anchoring.

2. The integrated support for settlement control and seismic isolation of an existing building as claimed in claim 1, characterized in that: The bottoms of the two T-shaped support piers (5) are respectively adapted to the two sand cavities of the assembled sand pool (7); a sand injection hole (6) is provided at the bottom of the T-shaped support piers (5); and the output end of the jack (2) abuts against a central column in the middle of the sand pool bottom plate (7-1).

3. The integrated support for settlement control and seismic isolation of an existing building as claimed in claim 2, characterized in that: The sliding isolation support (9) in the assembled isolation system should coincide with the plane centers of the assembled sand pool (7) and the rotatable chassis (11).

4. The integrated support for settlement control and seismic isolation of an existing building as claimed in claim 3, characterized in that: The lower surface of the rotatable chassis (11) in the assembled seismic isolation system is a spherical surface and is bonded with a friction pair.

5. The integrated support for settlement control and seismic isolation of an existing building as claimed in claim 4, characterized in that: The whole structure is set under the structural columns of the existing building.

6. A method for using the integrated bearing for settlement control and seismic isolation of an existing building as claimed in any one of claims 1 to 5, characterized in that: Including jacking method and forced landing method; When a building tilts due to a settlement difference, a jacking method is used for the part with a larger settlement of the building. The jacking method includes the following steps: S1. Use bolts to fix the jack (2) to the first embedded threaded sleeve (3) at the lower part of the upper support beam (1); S2, slowly pressurize the jack (2) until the jacking reaches the target height; S3, injecting fine sand and water through the sand injection hole (6) to fill the bottom of the T-shaped support pier plug (5); S4, then slowly unloading the jack (2) until the T-shaped support pier (5) is stably supported on the fine sand; S5. Remove the jack (2); When the building tilts due to the settlement difference, and the thickness of the sand layer in the assembled sand pool (7) on the non-settling side of the building or the side with less settlement is not less than 50 mm, a forced landing method can be used to pump out sand for forced landing, and the forced landing method comprises the following steps: S1, opening the sand leakage hole (7-4) on the assembled sand pool (7); S2, injecting water through the sand injection hole (6) to make the fine sand flow out from the sand leakage hole (7-4) to the sand storage tank (8), and the fine sand layer is reduced to the target height; S3. Use a hole plug (7-5) to plug the sand leakage hole (7-4).

Images