Forced landing deviation rectifying method for isolation foundation pile of building pile foundation

Abstract

The invention provides a forced landing deviation rectifying method for isolation foundation piles of a building pile foundation. The forced landing deviation rectifying method comprises the following steps that (1) isolation holes are formed in the positions, corresponding to lower foundation piles, of a building foundation raft to isolate part of the foundation piles or all pile foundations from the building foundation raft; (2) detachable connecting mechanisms used for connecting the isolated foundation piles and the surrounding foundation raft plates are arranged between the isolated foundation piles and the surrounding foundation raft plates; and (3) upward pulling force or downward pressure or no force is applied to the building foundation raft through the connecting mechanism, lifting or sedimentation of the building in the specific area is achieved, and therefore building deviation correction is achieved.

Description

Technical Field

[0001] The invention belongs to the technical field of construction engineering, and particularly relates to a method for forced settlement correction of isolated foundation piles in a building pile foundation. Background Art

[0002] Due to reasons such as design, construction, natural disasters, and improper use and maintenance, many existing buildings have uneven settlement, resulting in building inclination, affecting the normal use of the building, and seriously threatening the personal and property safety of the owners. Measures such as preventing inclination and stopping settlement, and correction and reinforcement must be taken to eliminate potential safety hazards. The forced settlement method is a commonly used building correction technology. For the correction of building pile foundations, the broken pile method is commonly used for forced settlement correction. It is necessary to excavate an operation space under the foundation raft, which has defects such as high cost, high risk, and great implementation difficulty. It is difficult to control the restoration quality of the operation space. After secondary uneven settlement and inclination occur, the secondary correction is more difficult. Patent CN112761199A discloses a static pressure anchor pile and broken pile underpinning support device for high-rise building correction and its monitoring method. Among them, there are original pile foundations under the basement floor structure. On the side of the inclined high-rise building with a large settlement displacement, more static pressure anchor pile reinforcement structures are arranged. On the side of the inclined high-rise building with a small settlement displacement, a small number of static pressure anchor pile reinforcement structures are arranged. A broken pile underpinning jack structure is arranged on the side of the inclined high-rise building with a small settlement. The original pile foundation, the static pressure anchor pile reinforcement structure, and the broken pile underpinning jack structure jointly underpin and support the original inclined high-rise building above the basement floor structure. The correction construction of the inclined high-rise building (1) is carried out by adjusting the lifting of the underpinning jacks in the two structural systems of the broken pile underpinning jack structure and the static pressure anchor pile reinforcement structure. Among them, the broken pile method and the static pressure anchor method are both existing methods. Not only is it necessary to excavate an operation space under the foundation raft, but the implementation difficulty is great. Moreover, when correcting the inclination through the broken pile method and the static pressure anchor method, the original pile foundation is firmly connected to the building; the efficiency of building settlement correction is low. Summary of the Invention

[0003] The invention provides a method for forced settlement correction of isolated foundation piles in a building pile foundation.

[0004] The purpose of the invention is achieved in the following way: A method for forced settlement correction of isolated foundation piles in a building pile foundation, comprising the following steps: Step (1), setting isolation holes at the positions of the foundation piles corresponding to the building foundation raft to isolate some or all of the foundation piles from the building foundation raft; Step (2), arranging a detachable connection mechanism between the isolated foundation piles and the surrounding foundation raft to connect the two; Step (3), applying an upward pulling force, a downward pressure, or no force to the building foundation raft through the connection mechanism to achieve the lifting or settlement of the building in a specific area, thereby realizing the correction of the building.

[0005] In step (3), the connection mechanism includes a lifting system. When all the lifting systems enter the lifting operation mode, the lifting pressure of each set of lifting systems is determined according to the calculation results of the building structure stress analysis. Then, based on the specific data of the building foundation settlement, the building foundation is divided into an under-settlement area A and an over-settlement area B. Gradually reduce the lifting force of the lifting systems in the under-settlement area A on the building foundation raft until the foundation piles in this area temporarily withdraw from the original stress working state and the building load is borne by the foundation soil layer in this area, causing the pressure borne by the foundation soil layer in this area to increase instantaneously. In a short period of time, a certain amount of settlement is achieved in the building foundation in the under-settlement area A. As the settlement amount in the under-settlement area A increases, the pressure borne by the lifting systems in this area gradually rises. Continue to reduce the lifting force provided by the lifting systems in this area, and the building foundation in the under-settlement area A continues to settle until it returns to the normal vertical state.

[0006] If the settlement effect in the under-settlement area A is not obvious or the settlement rate is too slow, remove the lifting mechanism. At this time, install a connection mechanism that provides downward pressure on the foundation raft between the pile foundation and the foundation raft to forcefully load and subside the under-settlement area A.

[0007] If the building inclination rate is too large and the purpose of rectifying deviation still cannot be achieved by subsiding the under-settlement area A, at this time, lift and rectify the over-settlement area B, that is, increase the lifting force of the lifting systems in the over-settlement area B.

[0008] The connection mechanism includes anchor bolt holes arranged on both sides of the isolation hole and anchor bolts implanted in the anchor bolt holes; a bearing column installed on the top of the pile foundation; the lifting system includes a lower cross beam, an upper cross beam, and a jack installed between the lower cross beam and the upper cross beam; the jack is connected to an oil pump through an oil pipe; lower bearing beams are arranged on both sides of the upper surface of the lower cross beam, and upper bearing beams are arranged on both sides of the upper surface of the upper cross beam; anchor tie rods corresponding to the anchor bolts are arranged on both sides of the lifting mechanism; the anchor tie rods pass through the upper bearing beam, the lower bearing beam and are connected to the anchor bolts, and at least one anchor tie rod on both sides of the isolation hole passes through the upper cross beam, the upper bearing beam, the lower cross beam, the lower bearing beam and is connected to the anchor bolts; fixing nuts are arranged above the upper bearing beam on the anchor tie rods, and locking nuts are arranged above the lower bearing beam.

[0009] During the rectification process, the locking nut and the lower bearing beam are in a relaxed state; in step (4), after the rectification is completed, tighten the locking nut to press against the lower bearing beam; thus, while maintaining the force-bearing state of the lower crossbeam and the lower bearing beam, remove the jack, the upper crossbeam, the upper bearing beam, and the fixing nut, and chisel the concrete in an appropriate area around the isolation hole on the top surface of the foundation raft; expose the upper steel bars of the original foundation raft in this part; in step (5), use a high-strength non-shrinking concrete sealing material with a strength at least one grade higher than that of the foundation raft to seal the isolation hole, and configure steel bars with a specification not less than the original reinforcement, and connect the steel bars firmly with the steel bars of the foundation raft; in step (6), after the strength of the sealing material for the isolation hole reaches the design requirement strength, remove the remaining part of the lifting system. The bearing column is divided into upper and lower sections, remove the upper section, and leave the lower section in the sealing material; the anchor screw rod is retained within the foundation raft for future use; finally, restore the indoor and outdoor ground and facilities of the building.

[0010] The connection mechanism that provides downward pressure on the foundation raft includes a loading anchor rod implanted in the foundation pile, anchor screw holes arranged on both sides of the isolation hole, and anchor screw rods implanted in the anchor screw holes; an upper crossbeam arranged on the upper surface of the foundation raft, and two upper bearing beams arranged at the left and right ends of the upper crossbeam; on each upper bearing beam, there is respectively an anchor tie rod passing through the upper bearing beam and connected to the loading anchor rod, and a fixing nut is arranged above the upper bearing beam on the anchor tie rod; the upper end of the loading anchor rod passes through the central hole of the jack and is fixed to the jack through the central hole, and the lower end of the jack is arranged on the upper crossbeam.

[0011] After the rectification is completed, tighten the fixing nut; while ensuring the force-bearing state of the upper crossbeam and the upper bearing beam, remove the jack; chisel the concrete in an appropriate area around the isolation hole on the top surface of the foundation raft; expose the upper steel bars of the original foundation raft in this part; use a high-strength non-shrinking concrete sealing material with a strength at least one grade higher than that of the foundation raft to seal the isolation hole, and configure steel bars with a specification not less than the original reinforcement, and connect the steel bars firmly with the steel bars of the foundation raft; after the strength of the sealing material for the isolation hole reaches the design requirement strength, remove the upper crossbeam, the upper bearing beam, the fixing nut, and the anchor tie rod, remove the part of the loading anchor rod outside the sealing material, and leave the lower part in the sealing material; the anchor screw rod is retained within the foundation raft for future use; finally, restore the indoor and outdoor ground and facilities of the building.

[0012] Compared with the prior art, the present invention is safe and reliable, has strong operability, high efficiency and low cost. It can isolate the original pile foundation to make the pile foundation not bear force or apply downward pressure to the building foundation raft, so as to more efficiently achieve settlement and achieve the purpose of rectification. Brief Description of the Drawings

[0013] Figure 1 It is a schematic diagram of the whole of the present invention (showing the states of several lifting systems at different construction steps).

[0014] Figure 2 It is a schematic diagram of the overall structure of the lifting system.

[0015] Figure 3 is Figure 2 the top view of.

[0016] Figure 4 It is the drawing of the foundation raft after the deviation correction is completed.

[0017] Figure 5 It is the settlement zoning map of the present invention.

[0018] Figure 6 It is a schematic diagram of the connecting mechanism during the forced settlement by loading.

[0019] Among them, 1 is the foundation raft, 2 is the foundation pile, 3 is the isolation hole, 4 is the anchor bolt hole, 5 is the bearing column, 6 is the anchor bolt, 7 is the anchor tie rod, 8 is the lower cross beam, 9 is the lower bearing beam, 10 is the lock nut, 11 is the upper cross beam, 12 is the upper bearing beam, 13 is the fixing nut, 14 is the jack, 15 is the relevant, 16 is the oil pump, 17 is the basement, 18 is the earthwork, 19 is the concrete, 20 is the steel bar, 21 is the hole-sealing material, 22 is the loading anchor, 30 is the lifting system. Specific implementation manners

[0020] In the present invention, unless otherwise clearly specified or limited, the technical terms used in this application shall have the ordinary meanings understood by those skilled in the art of the present invention. Terms such as "connected", "joined", "fixed", "arranged", etc. should be understood in a broad sense. They can be fixedly connected, detachably connected, or integrated; they can be directly connected or indirectly connected through an intermediate medium; they can be mechanically connected or electrically connected. Unless otherwise clearly specified or limited, the first feature being "on" or "under" the second feature can be that the first and second features are in direct contact or in indirect contact through an intermediate medium. Moreover, the first feature being "above" or "over" or "on top of" the second feature, etc. can be that the first feature is directly above or obliquely above the second feature, or simply indicates that the first feature has a higher horizontal height than the second feature. The first feature being "under" or "beneath" or "underneath" the second feature can be that the first feature is directly below or obliquely below the second feature, or simply indicates that the first feature has a lower horizontal height than the second feature. Relative terms such as first, second, etc. are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations. Terms used in the description such as "center", "lateral", "longitudinal", "length", "width", "thickness", "height", "front", "rear", "left", "right", "upper", "lower", "vertical", "horizontal", "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", "clockwise", "counterclockwise", etc. indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or component referred to must have a specific orientation, be constructed and operated in a specific orientation.

[0021] The technical solutions of the present invention will be clearly and completely described below in conjunction with the drawings and specific embodiments. As Figures 1-6As shown in the figure, a method for forced settlement correction of isolation foundation piles for building pile foundations includes the following steps: Step (1), set isolation holes 3 at the positions of the foundation piles 2 corresponding to the building foundation raft 1 below to isolate some or all of the foundation piles 2 from the building foundation raft 1; Step (2), set a detachable connection mechanism for connecting the isolated foundation piles 2 and the surrounding foundation raft 1; Step (3), apply an upward pulling force, a downward pressure or no force to the building foundation raft 1 through the connection mechanism to achieve the lifting or settlement of the building in a specific area, so as to realize the correction of the building. In the present invention, to realize the correction of the building, there is no need to set static pressure anchor piles outside the original foundation piles 2 or adopt mechanisms such as broken pile lifting. The original foundation piles 2 of the building are isolated from the building foundation, and are detachably connected through the connection mechanism. The connection mechanism can be set with mechanisms such as jacks 14 to apply upward and downward pressures to the building foundation raft 1 or withdraw from the stressed state. When the foundation piles 2 provide a large pulling force or lifting force to the building foundation raft 1 through the connection mechanism, most of the building load is provided by the foundation piles 2, and the building is not prone to settlement; when the pulling force is large enough, the building can be lifted. When the pulling force provided by the foundation piles 2 gradually becomes smaller, the foundation piles 2 will temporarily withdraw from the stressed working state, and the building load is borne by the foundation soil layer in this area, realizing the settlement of the building foundation. When the connection mechanism provides a downward pressure to the building foundation raft 1, the settlement speed of the building foundation raft 1 is faster. The present invention is safe, reliable, easy to operate, efficient and low-cost. By isolating the original foundation piles, the foundation piles can be made not to bear force or apply a downward pressure to the building foundation raft 1, so as to more efficiently realize the settlement and achieve the purpose of correction.

[0022] Further, in Step (3), the connection mechanism includes a lifting system. All the lifting systems enter the lifting working condition, and the lifting pressure of each set of lifting systems is determined according to the calculation results of the building structure force analysis; then, according to the specific data of the building foundation settlement, the building foundation is divided into an under-settlement area A and an over-settlement area B; gradually reduce the lifting force of the lifting system in the under-settlement area A on the building foundation raft 1 until the foundation piles 2 in this area temporarily withdraw from the original stressed working state, and the building load is borne by the foundation soil layer in this area, so that the pressure borne by the foundation soil layer in this area increases instantaneously, and a certain amount of settlement is realized in the building foundation in the under-settlement area A in a short time; as the settlement amount in the under-settlement area A increases, the pressure borne by the lifting system in this area gradually increases, and continue to reduce the lifting force provided by the lifting system in this area, and the building foundation in the under-settlement area A continues to settle until it returns to the normal vertical state. In the present invention, a lifting system is arranged on the foundation raft 1 of the building basement 17. By isolating the building foundation piles 2 to make them withdraw from the stressed state, forced settlement is generated in the under-settlement area in a short time, and the uneven settlement difference of the existing building is adjusted, achieving the purpose of overall correction, providing a new idea for the inclination and correction of existing buildings, effectively extending the service life of the building and eliminating potential safety hazards, and having relatively significant economic and social benefits.

[0023] Furthermore, if the settlement effect in the under-settlement area A is not obvious or the settlement rate is too slow, the lifting mechanism is removed; at this time, a connecting mechanism that provides downward pressure on the foundation raft 1 is installed between the pile foundation and the foundation raft 1 to forcefully load and depress the under-settlement area A.

[0024] Further, if the building inclination rate is too large and the purpose of deviation rectification still cannot be achieved by depressing the under-settlement area A, at this time, the over-settlement area B is lifted for deviation rectification, that is, the lifting force of the lifting system in the over-settlement area B is increased.

[0025] Specifically: The connection mechanism includes anchor bolt holes 4 arranged on both sides of the isolation hole 3, and anchor bolts 6 implanted in the anchor bolt holes 4; a bearing column 5 installed on the top of the foundation pile 2; the lifting system includes a lower crossbeam 8, an upper crossbeam 11, and a jack 14 installed between the lower crossbeam 8 and the upper crossbeam 11; the jack 14 is connected to an oil pump 16 through an oil pipe 15; lower bearing beams 9 are arranged on both sides of the upper surface of the lower crossbeam 8, and upper bearing beams 12 are arranged on both sides of the upper surface of the upper crossbeam 11; anchor tie rods 7 corresponding to the anchor bolts 6 are respectively arranged on both sides of the lifting mechanism; the anchor tie rods 7 pass through the upper bearing beams 12, lower bearing beams 9 and are connected to the anchor bolts 6; at least one anchor tie rod passes through the upper crossbeam 11, upper bearing beam 12, lower crossbeam 8, lower bearing beam 9 on both sides of the isolation hole and is connected to the anchor bolt 6; fixing nuts 13 are arranged above the upper bearing beam 12 on the anchor tie rod 7, and locking nuts 10 are arranged above the lower bearing beam 9. Among them, the anchor bolt holes 4 are respectively arranged on the left and right sides of the isolation hole 3; at least two anchor bolt holes 4 can be arranged on each side, and anchor bolts 6 are respectively arranged therein. Generally, the length of the anchor bolt 6 does not exceed the height of the anchor bolt hole 4. Nuts are arranged at the upper end of the anchor bolt hole 4, and the lower end of the anchor tie rod 7 and the upper end of the anchor nut are connected through the nuts, so as to realize the force transmission between the lifting system and the foundation raft 1. The number and position of the anchor tie rods 7 correspond to those of the anchor bolts 6. The two ends of the upper crossbeam 11 and the lower crossbeam 8 are respectively located at the middle positions of the upper bearing beam 12 and the lower bearing beam 9. The overall height of the bearing column 5 is higher than the upper surface of the foundation raft 1. The bearing column 5 can be divided into two sections, or it can be a whole section. In the case of being divided into two sections, the upper surface of the lower section of the bearing column 5 may not exceed the upper surface of the foundation raft 1, and is connected to the lower end of the upper section of the bearing column 5 through a flange connection structure or other connection structures. The upper end of the bearing column 5 and the lower crossbeam 8 can also be fixedly connected through structures such as flange plates. The lower end of the bearing column 5 and the top of the foundation pile 2 are preferably fixedly connected. The upper and lower sections of the jack 14 can be fixedly connected to the upper crossbeam 11 and the lower crossbeam 8 through structures such as bolts. Of course, existing common connection mechanisms can also be adopted. For example, the structure in Patent CN112761199A. The lifting mechanism includes an upper crossbeam 11 arranged above the foundation pile 2 and the foundation raft 1, and a jack 14 is arranged between the upper crossbeam 11 and the top of the foundation pile 2; the upper crossbeam 11 and the foundation raft 1 are connected and tightened through anchor rods and bolts. Among them, the anchor rod can be divided into two sections connected by nuts, or it can be a total anchor rod. The upper crossbeam 11 can also be provided with upper bearing beams 12 and fixed and tightened through several anchor rods. These are all within the scope included in the connection mechanism of the present invention.

[0026] During the rectification process, the locking nut 10 of the lifting system and the lower bearing beam 9 are in a relaxed state; in step (4), after the rectification is completed, the locking nut 10 is tightened to press the lower bearing beam 9; thus, while maintaining the force-bearing state of the lower cross beam 8 and the lower bearing beam 9, the jack 14, the upper cross beam 11, the upper bearing beam 12, and the fixing nut 13 are removed, and the concrete 19 in an appropriate range around the isolation hole 3 on the top surface of the foundation raft 1 is chiseled; the upper steel bars of the original foundation raft 1 in this part are exposed; in step (5), the high-strength non-shrinkage concrete sealing material 21 with a strength at least one grade higher than that of the foundation raft 1 is used to seal the isolation hole 3, and steel bars 20 with a specification not less than the original reinforcement are configured, and the steel bars 20 are firmly connected to the foundation raft steel bars; in step (6), after the strength of the sealing material of the isolation hole 3 reaches the design requirement strength, the remaining part of the lifting system is removed, the bearing column 5 is divided into upper and lower sections, the upper section is removed, and the lower section remains in the sealing material 21; the anchor bolt 6 remains in the foundation raft 1 for future use; finally, the indoor and outdoor ground and facilities of the building are restored.

[0027] Among them, the connection mechanism that provides pressure downward to the foundation raft 1 in the above text includes the loading anchor bolts 22 implanted in the foundation piles 2, the anchor bolt holes 4 arranged on both sides of the isolation hole 3, and the anchor bolts 6 implanted in the anchor bolt holes 4; the upper cross beam 11 arranged on the upper surface of the foundation raft 1, and two upper bearing beams 12 arranged at the left and right ends of the upper cross beam 11; each upper bearing beam 12 is respectively provided with an anchor tie rod 7 passing through the upper bearing beam 12 and connected to the loading anchor bolt, and a fixing nut 13 is arranged above the upper bearing beam 12 on the anchor tie rod 7; the upper end of the loading anchor bolt 22 passes through the central hole of the jack 14 and is fixed to the jack 14 through the central hole, and the lower end of the jack 14 is arranged on the upper cross beam 11. Here, the jack 14 is a tension jack or a double-acting hollow jack 14. The jack 14 is started to press the lower cross beam 8 and the building foundation below, and forced settlement is loaded on the under-settled area A. Among them, the anchor bolt holes 4 are respectively arranged on the left and right sides of the isolation hole 3; at least two anchor bolt holes 4 can be arranged on each side, and the anchor bolts 6 are respectively arranged therein. Generally, the length of the anchor bolt 6 does not exceed the height of the anchor bolt hole 4. A nut is arranged at the upper end of the anchor bolt hole 4, and the lower end of the anchor tie rod 7 and the upper end of the anchor nut are connected through the nut, so as to realize the force transmission between the lifting system and the foundation raft 1. The number and position of the anchor tie rods 7 correspond to those of the anchor bolts 6.

[0028] After the above-mentioned structural rectification is completed, tighten the fixing nut 13; under the condition of ensuring the force-bearing state of the upper cross beam 11 and the upper bearing beam 12, remove the jack 14; chisel the concrete in an appropriate range around the isolation hole 3 on the top surface of the foundation raft 1; expose the upper steel bars 20 of the original foundation raft 1 in this part; use a high-strength non-shrinkage concrete sealing material 21 with a strength at least one grade higher than that of the foundation raft 1 to seal the isolation hole 3, and configure steel bars with a specification not less than the original reinforcement, and connect the steel bars firmly with the steel bars of the foundation raft 1; after the strength of the sealing material 21 of the isolation hole 3 reaches the design requirement strength, remove the upper cross beam 11, the upper bearing beam 12, the fixing nut 13 and the anchor tie rod 7, and remove the part of the loading anchor rod 22 outside the sealing material, and leave the lower part in the sealing material 21; leave the anchor screw rod 6 in the foundation raft 1 for future use; finally, restore the indoor and outdoor ground and facilities of the building.

[0029] During specific implementation: an isolation hole 3 is opened at the position of the lower foundation pile 2 corresponding to the building foundation raft 1. The diameter of the isolation hole 3 is larger than the diameter of the foundation pile 2, and anchor screw holes 4 are drilled on both sides of the isolation hole 3; a bearing column 5 is installed on the top of the foundation pile 2 at the bottom of the isolation hole 3, an anchor screw rod 6 is implanted into the anchor screw hole 4, and then the lifting system 30 is installed on the anchor screw rod 6 and the bearing column 5. The lifting system 30 is composed of an anchor tie rod 7, a lower cross beam 8, a lower bearing beam 9, a locking nut 10, an upper cross beam 11, an upper bearing beam 12, and a fixing nut 13. A jack 14 is installed between the lower cross beam 8 and the upper cross beam 11, and the jack 14 is connected to an oil pump 16 through an oil pipe 15; the oil pump 16 provides lifting power for the jacks of the lifting system 30. Before the lifting operation, the soil 18 should be excavated around the building basement 17, and the outdoor facilities that hinder the forced settlement rectification construction should be temporarily removed.

[0030] When the entire lifting system 30 enters the lifting working condition, divide the building foundation into an under-settlement area A and an over-settlement area B. The settlement amount of the under-settlement area A is less than that of the over-settlement area B. Gradually reduce the pressure of the jack 14 of the lifting system 30 in the under-settlement area A. The foundation pile 2 in this area temporarily exits the original force-bearing working state, and the upper load of the building is borne by the foundation soil layer in this area, so that the pressure borne by the foundation soil layer in this area increases instantaneously. In a short period of time, a certain amount of settlement occurs in the building foundation in the under-settlement area A. Along with the increase in the settlement amount of the under-settlement area A, the pressure of the jack 14 of the lifting system 30 in this area gradually increases. Continue to reduce the pressure of the jack 14 of the lifting system 30 in this area, and the building foundation in the under-settlement area A continues to settle until it returns to the normal vertical state.

[0031] If the settlement effect in the under-settlement area A is not obvious or the settlement rate is too slow, a loading anchor rod 22 can be implanted into the foundation pile 2, remove the lower cross beam 8, the lower bearing beam 9, and the locking nut 10 in the lifting system 30, move the upper cross beam 11, the upper bearing beam 12, and the fixing nut 13 down to the top surface of the foundation raft 1, and start the jack 14 to forcefully load and lower the under-settlement area A.

[0032] If the inclination rate of the building is too large and the purpose of deviation rectification still cannot be achieved by forcing settlement in the under-settled area A, the over-settled area B can also be lifted for deviation rectification, that is, increasing the pressure of the jack 14 in the lifting system 30 of the over-settled area B. Under the action of the jack 14, the anchor tie rod 7 drives the foundation raft 1 to lift upward, further reducing the differential settlement between the over-settled area B and the under-settled area A, so as to achieve the purpose of deviation rectification.

[0033] After the deviation rectification is completed, tighten the locking nut 10. While maintaining the stress state of the lower cross beam 8 and the lower bearing beam 9, remove the jack 14, the upper cross beam 11, the upper bearing beam 12, and the fixing nut 13, and chisel the concrete 19 in an appropriate range around the isolation hole 3 on the top surface of the foundation raft 1 to expose the upper reinforcement of the original foundation raft 1 in this part. Use the high-strength non-shrinkage concrete sealing material 21 with a strength at least one grade higher than that of the foundation raft 1 to seal the isolation hole 3, and configure steel bars 20 with a specification not less than the original reinforcement. The steel bars 20 are firmly connected to the steel bars of the foundation raft 1. After the strength of the sealing material 21 of the isolation hole 3 reaches the design requirement strength, remove the remaining part of the lifting system 30. The bearing column 5 is divided into upper and lower sections. Remove the upper section, and the lower section remains in the sealing material 21. The anchor bolt 6 remains in the foundation raft 1 for future use. Finally, restore the indoor and outdoor ground and facilities of the building.

[0034] Implementing the present invention has high efficiency, good effect and low cost in rectifying the inclination of buildings. It is a safe, reliable and highly operable forced settlement deviation rectification construction technology. The deviation rectification process is safe and controllable, and there is little disturbance to existing buildings. If secondary differential settlement inclination occurs, it provides convenient conditions for secondary deviation rectification, provides new ideas for rectifying the inclination and deviation of existing buildings, and has significant economic and social benefits.

[0035] The technical features of the above-described embodiments can be combined arbitrarily. As long as there is no contradiction in the combination of these technical features, it should be considered as the scope described in this specification. Without departing from the overall concept of the present invention, according to the technical solution of the present invention and equivalent substitution or change, and several changes and improvements made should also be regarded as the protection scope of the present invention.

Claims

1. A method for rectifying the forced landing of isolated piles in a building pile foundation, characterized by: The method comprises the following steps: step (1), setting isolation holes at positions of the building foundation raft corresponding to the foundation piles below to isolate part of the foundation piles or all of the pile foundations from the building foundation raft; step (2), setting a detachable connection mechanism for connecting the isolated foundation piles and the surrounding foundation raft between the two; step (3), applying an upward pulling force or a downward pressure or no force to the building foundation raft through the connection mechanism, so as to achieve lifting or sinking of the building in a specific area, thereby realizing the correction of the building deviation.

2. According to claim 1, a method for rectifying the forced landing of isolated piles of a building pile foundation, characterized in that: In step (3), the connection mechanism includes a lifting system, all lifting systems enter the lifting condition, and the lifting pressure of each lifting system is determined according to the calculation results of the building structure stress analysis; According to the specific data of the building foundation settlement, the building foundation is divided into under-settlement area A and over-settlement area B; the lifting force of the lifting system of the under-settlement area A on the building foundation raft slab is gradually reduced until the foundation piles in this area temporarily withdraw from the original force-bearing working state, and the building load is borne by the foundation soil layer in this area, so that the pressure on the foundation soil layer in this area increases instantly, and a certain amount of settlement of the building foundation in the under-settlement area A is achieved in a relatively short period of time; as the settlement of the under-settlement area A increases, the pressure borne by the lifting system in this area gradually increases, and the lifting force provided by the lifting system in this area continues to be reduced, and the building foundation in the under-settlement area A continues to settle until it returns to a normal vertical state.

3. According to claim 2, a method for rectifying the forced landing of isolated piles of a building pile foundation, characterized in that: If the settlement effect of under-settlement area A is not obvious or the settlement rate is too slow, the lifting mechanism is removed; at this time, a connecting mechanism that provides downward pressure on the foundation raft is installed between the pile foundation and the foundation raft, forcing the under-settlement area A to be loaded and forced to land.

4. According to claim 3, a method for rectifying the forced landing of isolated piles of a building pile foundation, characterized in that: If the building inclination rate is too large, the correction purpose cannot be achieved by forced landing in the under-settlement area A. At this time, the over-settlement area B is lifted and corrected, that is, the lifting force of the lifting system in the over-settlement area B is increased.

5. According to claim 4, a method for rectifying the forced landing of isolated piles of a building pile foundation, characterized in that: The connecting mechanism includes anchor screw holes arranged on both sides of the isolation hole, anchor screws implanted in the anchor screw holes; a pressure column installed on the top of the foundation pile; the lifting system includes a lower crossbeam, an upper crossbeam and a jack installed between the lower crossbeam and the upper crossbeam; the jack is connected to the oil pump through an oil pipe; lower carrying beams are arranged on both sides of the upper surface of the lower crossbeam, and upper carrying beams are arranged on both sides of the upper surface of the upper crossbeam; anchor pull rods corresponding to the anchor screws are respectively arranged on both sides of the lifting mechanism; the anchor pull rod passes through the upper carrying beam and the lower carrying beam to be connected with the anchor screw, and at least one anchor pull rod passes through the upper crossbeam, the upper carrying beam, the lower crossbeam, and the lower carrying beam on both sides of the isolation hole to be connected with the anchor screw; a fixing nut is arranged on the anchor pull rod above the upper carrying beam, and a locking nut is arranged above the lower carrying beam.

6. According to claim 5, a method for rectifying the forced landing of isolated piles in a building pile foundation, characterized in that: During the deviation correction process, the locking nut and the lower beam are in a relaxed state; step (4), after the deviation correction is completed, tighten the locking nut to compress the lower beam; thereby, while keeping the lower beam and the lower beam under stress, remove the jack and the upper beam, the upper beam, and the fixing nut, and chisel the concrete in an appropriate range around the isolation hole on the top surface of the foundation raft slab to expose the upper steel bars of this part of the original foundation raft slab; step (5), use a high-strength non-shrinkage concrete sealing material with a strength at least one level higher than that of the foundation raft slab to seal the isolation hole, and configure steel bars of not less than the original reinforcement specifications, and the steel bars are firmly connected to the foundation raft slab steel bars; step (6), after the strength of the sealing material of the isolation hole reaches the design strength, remove the remaining part of the lifting system, divide the pressure column into upper and lower sections, remove the upper section, and leave the lower section in the sealing material; retain the anchor screw in the foundation raft slab for later use; finally, restore the indoor and outdoor floors and facilities of the building.

7. According to claim 4, a method for rectifying the forced landing of isolated piles of a building pile foundation, characterized in that: The connection mechanism that provides downward pressure to the foundation raft includes a loading anchor rod implanted in the foundation pile, anchor screw holes arranged on both sides of the isolation hole, and anchor screws implanted in the anchor screw holes; an upper cross beam arranged on the upper surface of the foundation raft, and two upper beams arranged at the left and right ends of the upper cross beam; an anchor rod passing through the upper beam and connected to the loading anchor rod is respectively arranged on each upper beam, and a fixing nut is arranged on the anchor rod above the upper beam; the upper end of the loading anchor rod passes through the center hole of the jack and is fixed to the jack through the center hole, and the lower end of the jack is arranged on the upper cross beam.

8. A method for rectifying the forced landing of isolated piles of a building pile foundation according to claim 7, characterized in that: After the deviation correction is completed, tighten the fixing nut; while ensuring that the upper crossbeam and upper supporting beam are under stress, remove the jack; chisel the concrete in an appropriate range around the isolation hole on the top surface of the foundation raft slab; expose the upper steel bars of this part of the original foundation raft slab; use high-strength non-shrinkage concrete sealing material with a strength at least one level higher than that of the foundation raft slab to seal the isolation hole, and configure steel bars of no less than the original reinforcement specifications, and the steel bars are firmly connected to the steel bars of the foundation raft slab; After the strength of the isolation hole sealing material reaches the design strength requirement, remove the upper crossbeam, upper support beam, fixing nut and anchor rod, remove the part of the loading anchor outside the sealing material, and leave the lower part inside the sealing material; the anchor screw is retained in the foundation raft for later use; finally, restore the indoor and outdoor floors and facilities of the building.

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