Patent Application
20250215658
This application claims the priority of Chinese Patent Application No. 202410347048.3, filed with the Chinese Patent National Intellectual Property Administration on Mar. 26, 2024, which is incorporated herein by reference in its entirety as part of the present application.
The present disclosure belongs to the field of building rectification technology, and in particular to a settlement driving control structure for forced-settlement rectification and a settlement driving control method for forced-settlement rectification.
In recent years, while higher and larger buildings have been constructed, building inclinations have gradually become a common problem all over the world. Among the various inclination rectification methods, soil-excavation forced-settlement rectification is one of common methods, which is easy to implement, has a short construction period, and is widely used in inclination rectification construction for buildings with raft structures.
However, the soil excavation method has certain limitations when it is used independently in rectification works. For example, after construction of soil excavation is carried out at the bottom of a raft of a low-rise building, a load of an upper structure is small and thus cannot effectively drive a forced-settlement side of the building to settle vertically to a set target position, resulting in a failure to achieve the desired inclination rectification effect. For another example, the load of an upper part of a high-rise building is larger, and accordingly the building settles and deforms quickly after the construction of soil excavation, which results in “sudden subsidence” to damage the overall structure, or deterioration of the building inclination or even the risk of toppling. Moreover, after the completion of inclination rectification, the settlement deformation of building will be stabilized after a period of time as the internal stress of a foundation continues to be adjusted, which is not conducive to consolidating the building rectification result.
Therefore, there is a need to provide an improved technical solution to address the above deficiencies of the conventional art.
An objective of the present disclosure is to overcome the deficiencies of the conventional art. Provided in the present disclosure are a settlement driving control structure for forced-settlement rectification and a settlement driving control method for forced-settlement rectification.
In order to achieve the objective described above, the present disclosure provides the following technical solutions.
A settlement driving control structure for forced-settlement rectification includes:
In some embodiments, one of the waterstop rubber rings is arranged in a middle of the raft, and an other one of the waterstop rubber rings is arranged at a lower edge of the raft.
In some embodiments, a positioning frame arranged between the raft and the anchorage body is threadedly assembled to the anchor bolt, and an outer periphery of the positioning frame is supported on an inner wall of the vertical hole.
In some embodiments, a length of the anchorage body is greater than five times a spacing between an upper edge of the anchorage body and an upper edge of the vertical hole, and the spacing between the upper edge of the anchorage body and the upper edge of the vertical hole is greater than a thickness of the raft of the building and is greater than 1 meter.
In some embodiments, the tensioning device comprises a first lock nut, a first bearing plate, a jack, a second bearing plate, a first locking auxiliary sleeve, a third bearing plate, a stress gauge, and a fourth bearing plate that are mounted to the anchor bolt from top to bottom sequentially, and the third bearing plate abuts against an opening of the vertical hole;
the anchor bolt is provided with a second lock nut that is arranged inside the first locking auxiliary sleeve correspondingly and abuts against the second bearing plate, and the first locking auxiliary sleeve is provided with a hand hole corresponding to the second lock nut.
In some embodiments, the grouting pipes are cut off below a level of the waterstop rubber rings upon a completion of grouting.
A settlement driving control method for forced-settlement rectification includes the following steps:
In some embodiments, the two grouting pipes are configured for grouting successively to complete injection of the cement slurry, an injection pressure of the cement slurry for first grouting is 0.5 to 0.8 Mpa, and an injection pressure of the cement slurry for later grouting is greater than or equal to 1.5 Mpa.
In some embodiments, in the step S4, tensioning the anchor bolt includes:
In some embodiments, when a parameter of the stress gauge reaches 50% of a design value during the construction of soil-excavation forced-settlement, the alternative locking with the first lock nut and the second lock nut is repeated until an inclination of the building is reverted.
Beneficial effects: this application is adaptable to the rectification construction for a low-rise building having a raft foundation. With the device, by pressing the raft to increase the additional stress, the phenomenon of the building not settling or less settling after construction of soil excavation due to a small load of an upper structure can be effectively overcome. For a building with a great load on the upper part, a building foundation and a deep stable stratum are connected as a whole by stress application through the device, thus improving the stability of the building, eliminating sudden subsidence of the building after the construction of soil excavation, while reducing the risk of excessive inclination and settlement of the building due to deterioration of the building inclination during rectification.
The accompanying drawings of the specification, which form part of this application, are used to provide a further understanding of the present disclosure. The schematic embodiments of the present disclosure and their descriptions are intended to explain the present disclosure and do not constitute an undue limitation to the present disclosure. In the figures:
In the figures: 1. raft; 2. soil layer; 3. positioning frame; 4. waterstop rubber ring; 5. anchor bolt; 6. anchorage body; 7. grouting pipe; 8. first lock nut; 9. first bearing plate; 10. jack; 11. second bearing plate; 12. first locking auxiliary sleeve; 13. third bearing plate; 14. stress gauge; 15. fourth bearing plate; 16. second lock nut; 17. vertical hole; 18. disk; and 19. bladder.
The technical solutions in the embodiments of the present disclosure will be described clearly and completely below. Apparently, the described embodiments are only some of, rather than all of, the embodiments of the present disclosure. On the basis of the embodiments in the present disclosure, all the other embodiments that would have been obtained by those of ordinary skill in the art shall fall within the scope of protection of the present disclosure.
In the description of the present disclosure, orientation or position relationships indicated by terms such as “longitudinal”, “transverse”, “up”, “down”, “front”, “rear”, “left”, “right”, “vertical”, “horizontal”, “top”, and “bottom” are based on orientation or position relationships shown in the accompanying drawings and are merely for ease of description of the present disclosure, rather than requiring the present disclosure to be constructed and operated in a specific orientation, and therefore cannot be construed as limiting the present disclosure. In the present disclosure, the terms of “connection” and “connected” should be interpreted broadly, for example, they may be a fixed connection or a detachable connection; and they may be a direct connection or an indirect connection via an intermediate component. For those of ordinary skill in the art, the specific meanings of the above terms can be understood according to specific situations.
The present disclosure will be described in detail below with reference to the accompanying drawings and in conjunction with the embodiments. It should be note that, in absence of conflicts, the embodiments and the features in the embodiments in the present disclosure may be combined with each other.
As shown in
For different buildings, multiple vertical holes 17 may be provided for carrying out settlement driving control for forced-settlement rectification. A spacing between adjacent vertical holes 17 is greater than or equal to 5 times a diameter of the vertical hole.
The anchor bolt 5 is an external-thread anchor bolt 5. A lower end of the anchor bolt 5 is anchored at the bottom of the vertical hole 17, where a stable anchorage relationship is formed by injection of neat cement slurry. The other end of the anchor bolt 5 extends out of the vertical hole 17 to be connected to a tensioning device. With tensioning by means of the tensioning device and construction of soil-excavation forced-settlement, the building is rectified and reverted back.
Two grouting pipes 7 extend along the anchor bolt 5 to the bottom of the vertical hole 17. The two grouting pipes 7 are configured for grouting successively, an injection pressure of the cement slurry in the grouting pipe 7 for first grouting is 0.5 to 0.8 Mpa, and an injection pressure of the cement slurry for later grouting is greater than or equal to 1.5 Mpa. An anchorage body 6 is formed by the twice grouting, thus anchoring the bottom of the anchor bolt 5.
After the building is rectified, micro-expandable early-strength concrete is injected above the anchorage body 6 to form a reinforcement, and the reinforcement and the anchorage body 6 form a mini pile, so that a stable structure is formed in the soil layer 2 below the building to ensure the stability of the building.
In this embodiment, grout stoppers corresponding to the two grouting pipes 7 are disposed at the bottom of the anchor bolt 5. Each grout stopper includes two metal disks 18 spaced apart and threadedly assembled on the anchor bolt 5. The disks 18 may be provided with ribs for reinforcement. The disks 18 and the anchor bolt 5 are concentrically distributed. Through holes corresponding to the grouting pipes 7 are provided at two sides of the disks 18. The grouting pipes 7 are metal pipes. The grouting pipes 7 are each provided with an external thread outside. Each of the grouting pipes 7 is provided with nuts corresponding to each of the disks 18, and the disks 18 are squeezed and sealed by upper and lower nuts. An elastic bladder 19 is arranged between the two disks 18, and the two disks 18 are respectively fixed to two ends of the elastic bladder 19. A grout outlet corresponding to the elastic bladder 19 is provided at one side of the grouting pipe 7 for first grouting. Both bottoms of the two bladders 19 are provided with check valves. Each check valve may refer to a rubber sleeve or a tape. Taking the rubber sleeve as an example, the bottom of each grouting pipe 7 is sealed, and an outlet is provided at a position of a side wall close to the bottom; the rubber sleeve sleeves over the outlet, the check valve is opened by rushing under pressure supply for grouting, and it is ensured that the slurry will not flow back after the completion of grouting.
Preferably, a portion, inside the bladder 19, of the grouting pipe 7 for first grouting is provided with a rubber sleeve corresponding to the grout outlet. The elasticity of the rubber sleeve inside the bladder 19 is smaller than that of the rubber sleeve at the bottom of the grouting pipe 7 (a rushing pressure to the rubber sleeve inside the bladder 19 is smaller than a rushing pressure to the rubber sleeve at the bottom of the grouting pipe 7). Accordingly, during the first grouting (with the injection pressure of 0.5 to 0.8 MPa), the slurry in the bladder 19 first rushes to open the rubber sleeve, the bladder 19 then expands to seal the vertical hole 17. As the injection pressure increases, the rubber sleeve is rushed away at the lower end, then first grouting for the bottom may be carried out. After that, the secondary grouting may be carried out later through the other grouting pipe 7, ensuring that the slurry does not rush upward.
During a single grouting, sealing is formed by means of the grout stopper to ensure that the anchorage body 6 is located at the set position. An axial length of the anchorage body 6 is greater than or equal to 5 times a spacing between an upper edge of the anchorage body 6 and an upper edge of the vertical hole 17, and the spacing between the upper edge of the anchorage body 6 and the upper edge of the vertical hole 17 is greater than a thickness of the raft of the building and is greater than 1 m.
In an optional embodiment, two waterstop rubber rings 4 are spaced apart on a position of the anchor bolt 5 above the anchorage body 6, and micro-expansive early-strength concrete is filled above the anchorage body 6 to reinforce the vertical hole 17 to form a mini pile. Inner walls of the waterstop rubber rings 4 are provided with internal threads corresponding to the anchor bolt 5. After the mini pile is formed, gaps between the anchor bolt 5 and the concrete are sealed by the waterstop rubber rings 4.
In an optional embodiment, the tensioning device includes a first lock nut 8, a first bearing plate 9, a jack 10, a second bearing plate 11, a first locking auxiliary sleeve 12, a third bearing plate 13, a stress gauge 14, and a fourth bearing plate 15 that are mounted to the anchor bolt 5 from top to bottom sequentially. The first lock nut 8 is configured for providing a stopping restrain force to exert a reaction force to apply a downward pressure on the raft 1. The stress gauge 14 is configured for displaying a pressure exerted on the raft 1 in real time. The jack 10 is a hollow plunger type hydraulic jack 10, which sleeves over the anchor bolt 5 correspondingly. The first lock nut 8 plays a role in stopping to produce a reaction force. The first bearing plate 9, the second bearing plate 11, the third bearing plate 13 and the fourth bearing plate 15 are square steel plates, and are each provided with a center hole having a diameter greater than an outer diameter of the screw anchor bolt 5, with a thickness of greater than or equal to 3 mm and a side length of greater than or equal to 1.5 times the diameter of the vertical hole 17. The fourth bearing plate 15 abuts against the opening of the vertical hole 17, acting as a component for applying stress to the raft 1. The area of the fourth bearing plate may be relatively larger than the opening of the vertical hole 17.
With the stress gauge 14, the pressure loaded by the tensioning device can be adjusted according to settlement data of each measurement point on the force-settlement side, thus realizing artificial control of forced-settlement speed.
Based on preset parameters, the inclination direction as well as the linear displacement of the foundation of the raft 1 is controlled by adjusting the pressure of different anchor bolts 5, avoiding two-way settlement during the construction of soil-excavation forced-settlement, and reverting installation and setting parameters of the building.
The first locking auxiliary sleeve 12 is a cylindrical steel sleeve. The anchor bolt 5 is provided with a second lock nut 16 that is arranged inside the first locking auxiliary sleeve 12 correspondingly and abuts against the second bearing plate 13. With jacking of the jack 10, the second lock nut 16 and the first lock nut 8 cooperate with each other to achieve alternative locking, such that the raft 1 can be rectified continuously. To facilitate the operation, the first locking auxiliary sleeve 12 is provided with a hand hole corresponding to the second lock nut 16.
The first lock nut 8 and the second lock nut 16 are nuts adapted to an outer wall of the anchor bolt 5. The hand hole is provided to facilitate adjustment of the second lock nut 16.
In an optional embodiment, a positioning frame 3 arranged between the raft and the anchorage body 6 is threadedly assembled to the anchor bolt 5, the positioning frame 3 is arranged at the raft, and its outer periphery is supported on an inner wall of the corresponding vertical hole 17. Therefore, it is ensured that the anchor bolt 5 does not bend or incline during the tensioning process, thus ensuring the stress. The positioning frame 3 may be of a structure shaped as the disk 18 with a notch for grouting of the reinforcement; alternatively, the positioning frame 3 may be shaped as a nut, and multiple support arms corresponding to the inner wall of the vertical hole 17 extend out of the outer side of the positioning frame 3.
In this embodiment, the grouting pipes 7 are cut off below the level of the waterstop rubber rings 4 after the completion of grouting, affecting the later tensioning construction. During the tensioning process, this application realizes incline reverting of the building through the construction of soil excavation. A lower grouted anchorage section of the anchor bolt 5 can not only provide a tensile force of the anchor bolt 5, but also locally improve the physical-mechanical properties and foundation bearing capacity of the soil layer 2 of the foundation. After the completion of rectification, the part above the anchorage body 6 is backfilled, and the anchor bolt 5 and the foundation are connected integrally to form the mini pile, so that the building settles quickly and stably after the completion of soil excavation, and severe uneven settlement will no longer occur in the later stage, thus consolidating the rectification result and improving the stability of the building.
Based on the above adjustment structure, the present disclosure further provides a settlement driving control method for forced-settlement rectification, which includes the following steps.
Step S1: before construction of soil excavation, a vertical hole 17 is formed at an edge of a raft 1 on a corresponding forced-settlement side of a building, where the vertical hole 17 has a diameter greater than or equal to 200 mm, is drilled by means of an auger, and has a drilling depth equal to a bottom level of a design anchorage section, and in the process of tensioning multiple control structures, a spacing of adjacent vertical holes 17 is greater than or equal to 5 times the diameter of the hole.
Step S2: a positioning frame 3, grouting pipes 7, and waterstop rubber rings 4 are mounted to an anchor bolt 5, where the anchor bolt 5 is mechanically connected with a sleeve, the positioning frame 3 is configured for mounting the preset anchorage body 6 and is disposed at the bottom level of the raft, the grouting pipe 7 is tightly connected to the corresponding positioning frame 3 to ensure the tightness, and the anchor bolt 5 is settled to the bottom of the vertical hole 17 by means of a mechanical or manual form below.
Step S3: cement slurry is injected into the bottom of the vertical hole 17 successively through the two grouting pipes 7 to form the anchorage body 6 after the cement slurry solidifies, and after the completion of anchorage, the grouting pipes 7 are cut off below a level of the waterstop rubber rings 4 after grouting is finished so as to facilitate the tensioning construction.
Step S4: a tensioning device is assembled at an upper end of the anchor bolt 5, where components of the tensioning device are assembled in the order from bottom to top sequentially as a first lock nut 8, a first bearing plate 9, a jack 10, a second bearing plate 11, a first locking auxiliary sleeve 12, a third bearing plate 13, and a fourth bearing plate 15, and the first bearing plate 9 is arranged between the first lock nut 8 and the stress gauge 14 to expand the range of stress on the first lock nut 8.
The jack 10 provides a tensioning force for the tensioning device to tension the anchor bolt 5. During the tensioning process, the reading of the stress gauge 14 is observed, and the construction of soil-excavation forced-settlement is carried out at the soil layer 2 below the building until an inclination of the building is reverted. Step S5: the tensioning device is removed and the anchor bolt 5 is cut off to a top level of the raft 1, micro-expansion early-strength concrete is injected into the vertical hole 17 to reinforce the soil layer 2 below the building to connect the anchor bolt 5 and the building foundation into a whole that is combined with the anchorage body 6 to form a mini pile, so that the building settles quickly and stably after the completion of soil excavation, and severe uneven settlement will no longer occur in the later stage, thus consolidating the rectification result and improving the stability of the building. Compared with the traditional independent soil-excavation forced-settlement method, a settlement driving pressing device may, on the one hand, overcome the phenomenon of the building not settling or less settling after soil excavation, avoid the risk of sudden subsidence of the building due to excessive soil excavation and realize manual control of the settlement speed and linear displacement of the building; and on the other hand, it may play a role in enabling the building to settle quickly and stably, without severe uneven settlement occurring in the later stage, thus consolidating the rectification result and improving the stability of the building. The device has simple construction process and good service effect, can achieve controllable rectification based on monitoring data, and accordingly has high promotion value.
In an optional embodiment, the two grouting pipes 7 are configured for grouting successively to complete injection of the cement slurry. Specifically, the high-strength anchorage body 6 is formed by the twice grouting, an injection pressure of the cement slurry for primary grouting (the first one) is 0.5 to 0.8 Mpa, and an injection pressure of the cement slurry for secondary grouting (the later one) is greater than or equal to 1.5 Mpa. The grouting material is neat cement slurry, and the anchorage body 6 has a strength greater than or equal to 30 Mpa after the completion of grouting.
In an optional embodiment, in the step S4, tensioning the anchor bolt 5 includes: the first lock nut 8 is locked by a wrench to enable the first lock nut 8 to closely abut on the first bearing plate 9 at an upper end of the jack 10, and then the jack 10 is driven for jacking by means of a hydraulic pump; a reaction force is applied by the first bearing plate 9 during jacking of the jack 10 to rectify the building, at which time the second lock nut 16 moves upward to be away from the third bearing plate 13, the jacking of the jack 10 stops, the second lock nut 16 is locked to keep the anchor bolt 5 in position, the jack 10 retracts, and then the first lock nut 8 is locked again, the above steps are repeated, and the construction of soil-excavation forced settlement is carried out upon alternative locking with the first lock nut 8 and the second lock nut 16 until the reading of the stress gauge 14 reaches a preset parameter.
In this embodiment, when the parameter of the stress gauge 14 reaches 50% of a design value during the construction of soil-excavation forced-settlement, the alternative locking with the first lock nut 8 and the second lock nut 16 is repeated until the inclination of the building is reverted.
The foregoing descriptions are merely preferred embodiments of the present disclosure, but are not intended to limit the present disclosure. Any modification, equivalent replacement, or improvement made without departing from the spirit and principle of the present disclosure shall fall within the scope of protection of the claims to be approved of the present disclosure.
| Number | Date | Country | Kind |
|---|---|---|---|
| 202410347048.3 | Mar 2024 | CN | national |
