Vertical component adjusting system applying double bearing platforms

Abstract

The utility model discloses a vertical component adjusting system applying double bearing platforms, which comprises a frame column, the frame column is cut off to form a cut-off lower column and a cut-off upper column, the cut-off lower column and the cut-off upper column are tightly supported through profile steel, the upper part of the cut-off lower column is provided with a lower bearing platform, the lower part of the cut-off upper column is provided with an upper bearing platform, and the upper part of the cut-off upper column is provided with a lower bearing platform. And a jack is arranged between the upper bearing platform and the lower bearing platform. According to the scheme, by adjusting the vertical displacement of the frame column, detecting data and adjusting the jacking force of the jack, deformation of the vertical component can be effectively adjusted in the construction process, and structural additional internal force caused by differential deformation of the vertical component is avoided. The section of the vertical component does not need to be adjusted, the safety problem that the vertical component is not compact in pouring and cannot form an overall stress component is solved, and the safety and economical efficiency of a building structure are effectively improved.

Description

Technical Field

[0001] The utility model relates to the technical field of construction, in particular to a vertical component adjustment system using double bearing platforms. Background Art

[0002] In building structures, the total vertical deformation of components such as walls and columns consists of elastic compression deformation, shrinkage deformation and creep deformation. Elastic compression deformation is instantaneous deformation and accounts for the largest proportion of total deformation during construction. The elastic compression deformation of vertical components can be measured by their axial compression ratio. During the engineering design stage, when the structural scheme and layout are determined (i.e., the axial force value of the vertical component is basically determined), the cross-sectional area of ​​the vertical component is usually adjusted so that its axial compression ratio is slightly less than the maximum limit. Due to different axial compression ratio requirements for different components, vertical components will have large differential deformations: (1) "Technical Code for Concrete Structures of High-Rise Buildings" JGJ 3-2010 stipulates that according to different seismic resistance levels, the maximum axial compression ratio of frame columns should be 0.6~0.95, and the maximum axial compression ratio of shear walls should be 0.4~0.6. Therefore, if frame columns and shear walls are used as vertical components in the structure at the same time, differential deformations will inevitably exist. This situation is more common in frame-shear wall structural systems and core tube-external frame column structural systems. (2) Due to architectural effect and other requirements, the cross-section of some vertical components cannot be reduced according to the structural calculation results. If the cross-section of other vertical components is increased, the project cost will increase. This situation is more common in public buildings such as shopping malls.

[0003] Most of the differential deformation of vertical components is coordinated by the frame beam. This coordination transfers the load from the vertical component with large deformation to the vertical component with small deformation. In this process, the internal force of the frame beam will be affected, generating additional internal force. For example, one end of the frame beam is supported by the shear wall, and the other end is supported by the frame column. When the axial compression ratio of the frame column is greater than that of the shear wall, its vertical deformation must be greater than that of the shear wall. For the frame beam, if the vertical deformation of the frame column end is large, the frame beam will coordinate the deformation of the two ends, resulting in an increase in the bending moment at the shear wall end and a decrease in the bending moment at the frame column end.

[0004] For the above situation, the current engineering community generally adopts a "hard resistance" design method, that is, increasing the reinforcement of the shear wall end support of the frame beam, but not reducing the reinforcement of the frame column end. This design method has the following problems: (1) Safety problem: excessive increase in the shear wall end support reinforcement of the frame beam may result in loose concrete pouring and failure to form an integral load-bearing component; (2) Economic problem: not reducing the reinforcement of the frame column end leads to low material utilization, resulting in economic losses.

[0005] For example, Chinese patent publication number CN105888275A, published on August 24, 2016, is named "Beam repair system using jacks to generate prestress and then reinforced". Channel steel is used to serve as both a formwork and a load-bearing member, and jacks, steel sections, and channel steel built-in springs are used to serve as temporary support and partial permanent support. It can directly play a partial reinforcement role during the construction stage. And through the excessive lifting of the jack, compared with the traditional method of using the dead weight of concrete to achieve the combination of new and old concrete, the integrity is stronger. In addition, in the extreme state where the beam body has been significantly deformed, through a simplified method, the channel steel is directly used as the beam body and combined with the jack lifting and then the new column is cast, which can well ensure the combination between the old beam body and the newly added support, avoiding the disadvantage of other methods that can only wait for the deformation to expand before the newly added support can participate in the force.

[0006] The disadvantages of the existing patents are that in existing building construction, the differential deformation of vertical components is adjusted by adjusting the cross-section of the vertical components. The construction of adjusting the cross-section of the vertical components has the problem of loose casting and inability to form an integral load-bearing component, and at the same time increases the overall project cost. Utility Model Content

[0007] The purpose of the utility model is to solve the safety problems of loose casting and inability to form integral load-bearing components, as well as the high project cost, caused by adjusting the cross-section of the vertical components to adjust the differential deformation of the vertical components in the existing building construction, and to provide a vertical component adjustment system using double bearing platforms that can effectively adjust the deformation of the vertical components and effectively improve the safety and economy of the building structure.

[0008] In order to achieve the above purpose, the utility model adopts the following technical solutions:

[0009] A vertical component adjustment system using double bearing platforms includes a frame column, wherein the frame column is truncated to form a truncated lower column and a truncated upper column, and the truncated lower column and the truncated upper column are supported by steel sections, and the upper part of the truncated lower column is provided with a lower bearing platform, and the lower part of the truncated upper column is provided with an upper bearing platform, and a jack is provided between the upper bearing platform and the lower bearing platform. A vertical component adjustment system using double bearing platforms described in this scheme is truncated near the inflection point of the frame column to form a truncated upper column and a truncated lower column, and the steel sections at the truncation of the frame column are planed and tightened, and the double bearing platforms are an upper bearing platform and a lower bearing platform, and the upper bearing platform and the lower part of the truncated upper column are cast integrally, and the lower bearing platform and the upper part of the truncated lower column are cast integrally. The jack is arranged between the upper bearing platform and the lower bearing platform, and the number and rated pressure are determined by construction calculations. According to the monitoring data of the vertical component displacement during the construction process, the lifting force of the jack is adjusted, and then the displacement of the vertical component is adjusted until the construction is completed; after the construction is completed, the cut-off point of the frame column is restored, and the jack and double cap are removed after the concrete curing is completed. This solution adjusts the vertical displacement of the frame column, detects the data and adjusts the lifting force of the jack, so that the deformation of the vertical component can be effectively adjusted during the construction process to avoid the additional internal force of the structure caused by the differential deformation of the vertical component. There is no need to adjust the cross-section of the vertical component, which avoids the safety problem of the vertical component being not densely cast and unable to form an integral load-bearing component, effectively improving the safety and economy of the building structure.

[0010] Preferably, the frame column is provided with steel bars, the steel bars are cut to form cut lower steel bars and cut upper steel bars, and the cut part of the steel bars is located at the cut part of the frame column. The frame column is provided with steel bars, and the steel bars at the cut part of the frame column are cut to form cut lower steel bars and cut upper steel bars.

[0011] Preferably, an anti-overturning device is further included to prevent the truncated upper column from overturning, and the two ends of the anti-overturning device are respectively located on the outer side of the upper pedestal and the outer side of the lower pedestal. The anti-overturning device is used to prevent the risk of the truncated upper column overturning above the truncated lower column, thereby improving the safety of the construction process.

[0012] Preferably, the anti-overturning device comprises a vertical steel tie rod, the upper end of which is fixed to the outer side of the upper pedestal through an upper angle steel, and the lower end of which is fixed to the outer side of the lower pedestal through a lower angle steel. The vertical steel tie rod is arranged parallel to the frame column to prevent the truncated upper column from overturning above the truncated lower column.

[0013] Preferably, the vertical steel tie rod is provided with an upper limit nut and a lower limit nut, the upper end of the vertical steel tie rod passes through the upper angle steel and is connected to the upper limit nut, and the lower end passes through the lower angle steel and is connected to the lower limit nut. The upper end of the vertical steel tie rod passes through the upper angle steel and is locked by the upper limit nut, and the lower end passes through the lower angle steel and is locked by the lower limit nut. One side of the upper angle steel is locked to the side of the upper support platform, and one side of the lower angle steel is locked to the side of the lower support platform.

[0014] Preferably, the upper angle steel and the lower angle steel are both provided with stiffening ribs, which improve the strength of the upper angle steel and the lower angle steel and the installation strength of the anti-overturning device.

[0015] Preferably, the frame frame further comprises an anti-lateral displacement device for preventing the truncated upper column from lateral displacement, the anti-lateral displacement device comprising a concrete limiting pier arranged on the lower pedestal, the concrete limiting pier being located outside the truncated lower column and the truncated upper column. The anti-lateral displacement device prevents the truncated upper column located above the truncated lower column from lateral displacement during the process of adjusting the displacement of the vertical member. One set of the concrete limiting piers can be arranged in each of the two horizontal directions at the truncation of the frame column. The concrete limiting piers are cast integrally with the lower pedestal.

[0016] Preferably, a limiting steel plate is provided on the inner side of the concrete limiting pier, and the limiting steel plate is fixed to the concrete limiting pier by a fixing nut. The limiting steel plate is located between the cutoff of the frame column and the concrete limiting pier, and the limiting steel plate serves as a template when the cutoff of the subsequent frame column is restored.

[0017] Preferably, there are multiple anti-overturning devices, which are symmetrically arranged on both sides of the frame column to prevent the frame column from overturning at various angles.

[0018] Preferably, there are multiple anti-lateral displacement devices, which are symmetrically arranged on both sides of the prime frame columns to prevent the truncated upper column from lateral displacement at various angles.

[0019] The anti-overturning device and the anti-lateral displacement device can prevent the structure from overturning or horizontal displacement that is difficult to reset due to the lack of lateral constraints during the construction process, ensuring the operational safety of this solution.

[0020] Therefore, the utility model has the following beneficial effects: (1) By adjusting the vertical displacement of the frame column, detecting data and adjusting the lifting force of the jack, the deformation of the vertical components can be effectively adjusted during the construction process to avoid the additional internal force of the structure caused by the differential deformation of the vertical components. There is no need to adjust the cross section of the vertical components, which can avoid the safety problem of the vertical components not being densely cast and unable to form an integral load-bearing component, and effectively improve the safety and economy of the building structure; (2) The anti-overturning device and the anti-lateral displacement device can prevent the structure from overturning or horizontal displacement that is difficult to reset due to the lack of lateral constraints during the construction process, ensuring the operational safety of this solution. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a structural schematic diagram of the utility model.

[0022] Figure 2 It is another structural schematic diagram of the utility model.

[0023] As shown in the figure:

[0024] Frame column 1, cut off the lower column 1.1, cut off the upper column 1.2,

[0025] Steel 2,

[0026] Lower support 3, upper support 4, jack 5,

[0027] Steel bar 6, cut off the lower steel bar 6.1, cut off the upper steel bar 6.2,

[0028] Anti-overturning device 7, vertical steel tie rod 7.1, upper angle steel 7.2, lower angle steel 7.3, upper limit nut 7.4, lower limit nut 7.5, stiffening rib 7.6,

[0029] Anti-lateral displacement device 8, concrete limiting pier 8.1, limiting steel plate 8.2, fixing nut 8.3. DETAILED DESCRIPTION

[0030] In order to make the purpose, technical scheme and advantages of the technical solution embodiments of the utility model clearer, the utility model is further described below in conjunction with the accompanying drawings and specific implementation methods.

[0031] Embodiment 1, as Figure 1 , Figure 2 A vertical member adjustment system using double bearing platforms is shown, comprising a frame column 1, wherein the frame column 1 is truncated to form a truncated lower column 1.1 and a truncated upper column 1.2, wherein the truncated lower column 1.1 and the truncated upper column 1.2 are supported by a steel section 2, a lower bearing platform 3 is provided at the upper part of the truncated lower column 1.1, an upper bearing platform 4 is provided at the lower part of the truncated upper column 1.2, and a jack 5 is provided between the upper bearing platform 4 and the lower bearing platform 3. Specifically, as Figure 1As shown, the frame column 1 is provided with a steel bar 6, which is cut into a cut lower steel bar 6.1 and a cut upper steel bar 6.2, and the cut portion of the steel bar 6 is located at the cut portion of the frame column 1. Figure 1 As shown, the frame column 1 is provided with steel bars 6, and the steel bars 6 at the truncation of the frame column 1 are truncate to form truncation lower steel bars 6.1 and truncation upper steel bars 6.2.

[0032] A vertical member adjustment system using double caps described in the above embodiment, such as Figure 2 As shown, the frame column 1 is cut near the inflection point to form a cut upper column 1.2 and a cut lower column 1.1. The steel section 2 at the cut of the frame column 1 is planed and tightened. The double cap is an upper cap 4 and a lower cap 3. The upper cap 4 and the lower part of the cut upper column 1.2 are cast integrally, and the lower cap 3 and the upper part of the cut lower column 1.1 are cast integrally. The jack 5 is arranged between the upper cap 4 and the lower cap 3, and the number and rated pressure are determined by construction calculations. According to the vertical component displacement monitoring data during the construction process, the lifting force of the jack 5 is adjusted, and then the displacement of the vertical component is adjusted until the construction is completed; after the construction is completed, the cut of the frame column 1 is restored, and after the concrete curing is completed, the jack 5 and the double cap are removed. This solution adjusts the vertical displacement of the frame column 1, detects data and adjusts the lifting force of the jack 5, so that the deformation of the vertical component can be effectively adjusted during the construction process, and the additional internal force of the structure caused by the differential deformation of the vertical component is avoided. There is no need to adjust the cross section of the vertical components, which can avoid the safety problem of loose casting of the vertical components and the inability to form an integral load-bearing component, effectively improving the safety and economy of the building structure. It solves the problem of adjusting the differential deformation of the vertical components by adjusting the cross section of the vertical components in the existing construction. The construction of adjusting the cross section of the vertical components has the safety problem of loose casting and the inability to form an integral load-bearing component, and at the same time increases the overall project cost.

[0033] Embodiment 2, as Figure 1 , Figure 2 A vertical member adjustment system using double bearing platforms is shown, comprising a frame column 1, wherein the frame column 1 is truncated to form a truncated lower column 1.1 and a truncated upper column 1.2, wherein the truncated lower column 1.1 and the truncated upper column 1.2 are supported by a steel section 2, wherein a lower bearing platform 3 is disposed at the upper portion of the truncated lower column 1.1, and an upper bearing platform 4 is disposed at the lower portion of the truncated upper column 1.2, and a jack 5 is disposed between the upper bearing platform 4 and the lower bearing platform 3. A steel bar 6 is disposed inside the frame column 1, wherein the steel bar 6 is truncated to form a truncated lower steel bar 6.1 and a truncated upper steel bar 6.2, and the truncation point of the steel bar 6 is located at the truncation point of the frame column 1. Figure 1 As shown, the frame column 1 is provided with steel bars 6, and the steel bars 6 at the truncation of the frame column 1 are truncate to form truncation lower steel bars 6.1 and truncation upper steel bars 6.2.

[0034] The vertical component adjustment system using double caps described in the above embodiment is cut near the inflection point of the frame column 1 to form a cut upper column 1.2 and a cut lower column 1.1. The steel section 2 at the cut of the frame column 1 is planed and tightened. The double caps are an upper cap 4 and a lower cap 3. The upper cap 4 and the lower part of the cut upper column 1.2 are cast integrally, and the lower cap 3 and the upper part of the cut lower column 1.1 are cast integrally. The jack 5 is arranged between the upper cap 4 and the lower cap 3, and the number and rated pressure are determined by construction calculations. According to the vertical component displacement monitoring data during the construction process, the lifting force of the jack 5 is adjusted, and then the displacement of the vertical component is adjusted until the construction is completed; after the construction is completed, the cut of the frame column 1 is restored, and after the concrete curing is completed, the jack 5 and the double cap are removed. This solution adjusts the vertical displacement of the frame column 1, detects data and adjusts the lifting force of the jack 5, so that the deformation of the vertical component can be effectively adjusted during the construction process, and the additional internal force of the structure caused by the differential deformation of the vertical component is avoided. There is no need to adjust the cross section of the vertical components, which can avoid the safety problem of loose casting of the vertical components and the inability to form an integral load-bearing component, effectively improving the safety and economy of the building structure. It solves the problem of adjusting the differential deformation of the vertical components by adjusting the cross section of the vertical components in the existing construction. The construction of adjusting the cross section of the vertical components has the safety problem of loose casting and the inability to form an integral load-bearing component, and at the same time increases the overall project cost.

[0035] In actual construction, the frame column 1 is cut near the inflection point to form a cut upper column 1.2 and a cut lower column 1.1. The steel bars 6 in the cut-off part of the frame column 1 are cut off to form cut-off lower steel bars 6.1 and cut-off upper steel bars 6.2, the steel sections 2 in the cut-off part are planed and tightened, and the double caps are cast at the same time, and the concrete limit piers 8.1 are cast on the lower cap 3; the jack 5 is installed between the upper cap 4 and the lower cap 3; the anti-overturning device 7 and the anti-lateral displacement device 8 are installed at the same time, and the upper limit nut 7.4 and the lower limit nut 7.5 are locked, and the upper limit nut 7.4 and the lower limit nut 7.5 are in a locked state during the construction of the building structure, and are in a relaxed state when adjusting the differential deformation of the vertical components; according to the vertical component displacement monitoring data during the construction process, the lifting force of the jack 5 is adjusted, and then the displacement of the vertical component (i.e., the frame column 1) is adjusted until the construction is completed; after the construction is completed, the cut-off part of the frame column 1 is restored, and after the concrete curing is completed, the jack 5, the anti-lateral displacement device 8, the anti-overturning device 7 and the double cap are removed in sequence. During the construction process, the elastic compression deformation of the vertical components is adjusted according to the design and construction requirements to solve the problem of additional internal forces of the structure caused by differential deformation.

[0036] In this implementation, if Figure 1As shown, an anti-overturning device 7 is also included to prevent the truncated upper column 1.2 from overturning, and the two ends of the anti-overturning device 7 are respectively located on the outer side of the upper pedestal 4 and the outer side of the lower pedestal 3. The anti-overturning device 7 is used to prevent the risk of the truncated upper column 1.2 overturning above the truncated lower column 1.1, thereby improving the safety of the construction process.

[0037] The anti-overturning device 7 is specifically as follows: Figure 1 As shown, the anti-overturning device 7 includes a vertical steel tie rod 7.1, the upper end of which is fixed to the outer side of the upper pedestal 4 through an upper angle steel 7.2, and the lower end is fixed to the outer side of the lower pedestal 3 through a lower angle steel 7.3. The vertical steel tie rod 7.1 is arranged parallel to the frame column 1 to prevent the truncated upper column 1.2 from overturning above the truncated lower column 1.1. Figure 1 As shown, the vertical steel tie rod 7.1 is provided with an upper limit nut 7.4 and a lower limit nut 7.5. The upper end of the vertical steel tie rod 7.1 passes through the upper angle steel 7.2 and is connected to the upper limit nut 7.4, and the lower end passes through the lower angle steel 7.3 and is connected to the lower limit nut 7.5. Figure 1 As shown, the upper end of the vertical steel tie rod 7.1 passes through the upper angle steel 7.2 and is locked by the upper limit nut 7.4, and the lower end passes through the lower angle steel 7.3 and is locked by the lower limit nut 7.5. One side of the upper angle steel 7.2 is locked to the side of the upper pedestal 4, and one side of the lower angle steel 7.3 is locked to the side of the lower pedestal 3. The upper limit nut 7.4 and the lower limit nut 7.5 are in a locked state during the construction of the building structure, and are in a loose state when adjusting the differential deformation of the vertical components.

[0038] The upper angle steel 7.2 and the lower angle steel 7.3 are further optimized, such as Figure 1 As shown, the upper angle steel 7.2 and the lower angle steel 7.3 are both provided with stiffening ribs 7.6. The stiffening ribs 7.6 improve the strength of the upper angle steel 7.2 and the lower angle steel 7.3, and improve the installation strength of the anti-overturning device 7.

[0039] In this implementation, if Figure 1 As shown, it also includes an anti-lateral displacement device 8 for preventing the truncated upper column 1.2 from lateral displacement, and the anti-lateral displacement device 8 includes a concrete limiting pier 8.1 arranged on the lower pedestal 3, and the concrete limiting pier 8.1 is located on the outside of the truncated lower column 1.1 and the truncated upper column 1.2. The anti-lateral displacement device 8 prevents the truncated upper column 1.2 located above the truncated lower column 1.1 from lateral displacement during the process of adjusting the displacement of the vertical member. One group can be set in each of the two horizontal directions at the truncation of the frame column 1. The concrete limiting pier 8.1 is cast integrally with the lower pedestal 3. As shown Figure 1As shown, a limiting steel plate 8.2 is provided inside the concrete limiting pier 8.1, and the limiting steel plate 8.2 is fixed to the concrete limiting pier 8.1 by a fixing nut 8.3. The limiting steel plate 8.2 is located between the cut-off part of the frame column 1 and the concrete limiting pier 8.1, and the limiting steel plate 8.2 serves as a template when the cut-off part of the frame column 1 is subsequently restored. Figure 1 As shown, there are multiple anti-overturning devices 7, and the anti-overturning devices 7 are symmetrically arranged on both sides of the frame column 1. This prevents the frame column 1 from overturning at various angles. Figure 1 As shown, there are multiple anti-lateral displacement devices 8, which are symmetrically arranged on both sides of the prime frame column 1. This prevents the truncated upper column 1.2 from lateral displacement at various angles. The anti-overturning device 7 and the anti-lateral displacement device 8 can prevent the structure from overturning or horizontal displacement that is difficult to reset due to lack of lateral constraints during construction, thereby ensuring the operational safety of this solution.

[0040] The specific usage process of this solution:

[0041] Step 1: construct frame column 1, cut off near the inflection point of frame column 1 to form cut-off upper column 1.2 and cut-off lower column 1.1. Cut the steel bar 6 in the cut-off part of frame column 1 to form cut-off lower steel bar 6.1 and cut-off upper steel bar 6.2, flatten and tighten the steel section 2 in the cut-off part, cast double caps (i.e. upper cap 4 and lower cap 3) at the same time, and cast concrete limit pier 8.1 on lower cap 3;

[0042] Step 2: Install the jack 5 between the upper support 4 and the lower support 3;

[0043] Step 3: Install the anti-overturning device 7 and the anti-lateral displacement device 8, and lock the upper limit nut 7.4 and the lower limit nut 7.5. The upper limit nut 7.4 and the lower limit nut 7.5 are in a locked state during the construction of the building structure, and are in a loose state when adjusting the differential deformation of the vertical components;

[0044] Step 4: According to the vertical component displacement monitoring data during the construction process, adjust the lifting force of the jack 5, and then adjust the displacement of the vertical component (i.e., the frame column 1) until the construction is completed;

[0045] Step 5: After the construction is completed, the cut-off part of the frame column 1 is restored, and after the concrete curing is completed, the jack 5, the anti-lateral displacement device 8, the anti-overturning device 7 and the double bearing platform are removed in sequence.

[0046] During the construction process, the elastic compression deformation of the vertical components is adjusted according to the design and construction requirements, thereby solving the problem of additional internal forces of the structure caused by differential deformation. The anti-overturning device 7 and the anti-lateral displacement device 8 can prevent the structure from overturning or horizontal displacement that is difficult to reset due to lack of lateral constraints during the construction process, ensuring the operational safety of this solution.

[0047] This embodiment has the following beneficial effects: by adjusting the vertical displacement of the frame column 1, by detecting data and adjusting the lifting force of the jack 5, the deformation of the vertical component can be effectively adjusted during the construction process to avoid the additional internal force of the structure caused by the differential deformation of the vertical component. There is no need to adjust the cross section of the vertical component, to avoid the safety problem of the vertical component not being poured densely and failing to form an integral load-bearing component, and to effectively improve the safety and economy of the building structure; the anti-overturning device 7 and the anti-lateral displacement device 8 can prevent the structure from overturning or horizontally displacing which is difficult to reset due to the lack of lateral constraints during the construction process, and ensure the operational safety of this solution. It solves the problem of adjusting the differential deformation of the vertical component by adjusting the cross section of the vertical component in the existing construction, and the safety problem of the construction of adjusting the cross section of the vertical component having the problem of not pouring densely and failing to form an integral load-bearing component, and at the same time increases the overall project cost.

[0048] The specific embodiments described above are only preferred implementations of the present invention, and are not intended to limit the specific implementation scope of the present invention. All equivalent changes made in accordance with the shape and structure of the present invention should be included in the protection scope of the present invention.

Claims

1. A vertical member adjustment system using double caps, comprising a frame column, characterized in that: The frame column is truncated to form a truncated lower column and a truncated upper column, and the truncated lower column and the truncated upper column are supported by steel sections. A lower support is provided at the upper part of the truncated lower column, and an upper support is provided at the lower part of the truncated upper column, and a jack is provided between the upper support and the lower support.

2. A vertical member adjustment system using double caps according to claim 1, characterized in that: The frame column is provided with steel bars, and the steel bars are cut to form cut lower steel bars and cut upper steel bars, and the cut portion of the steel bars is located at the cut portion of the frame column.

3. A vertical member adjustment system using double caps according to claim 2, characterized in that: It also includes an anti-overturning device for preventing the cut upper column from overturning, and two ends of the anti-overturning device are respectively located on the outer side of the upper supporting platform and the outer side of the lower supporting platform.

4. A vertical member adjustment system using double caps according to claim 3, characterized in that: The anti-overturning device comprises a vertical steel tie rod, the upper end of which is fixed to the outer side of the upper pedestal through an upper angle steel, and the lower end of which is fixed to the outer side of the lower pedestal through a lower angle steel.

5. The vertical member adjustment system using double caps according to claim 4 is characterized in that: The vertical steel tie rod is provided with an upper limit nut and a lower limit nut. The upper end of the vertical steel tie rod passes through the upper angle steel and is connected to the upper limit nut, and the lower end passes through the lower angle steel and is connected to the lower limit nut.

6. A vertical member adjustment system using double caps according to claim 4 or 5, characterized in that: The upper angle steel and the lower angle steel are both provided with stiffening ribs.

7. A vertical member adjustment system using double caps according to claim 2, 3, 4 or 5, characterized in that: It also includes an anti-lateral displacement device for preventing the truncated upper column from lateral displacement, and the anti-lateral displacement device includes a concrete limiting pier arranged on the lower pedestal, and the concrete limiting pier is located on the outer side of the truncated lower column and the truncated upper column.

8. The vertical member adjustment system using double caps according to claim 7 is characterized in that: A limiting steel plate is provided on the inner side of the concrete limiting pier, and the limiting steel plate is fixed on the concrete limiting pier through a fixing nut.

9. A vertical member adjustment system using double caps according to claim 3, 4 or 5, characterized in that: There are multiple anti-overturning devices, and the anti-overturning devices are symmetrically arranged on both sides of the frame column.

10. The vertical member adjustment system using double caps according to claim 7, characterized in that: There are multiple anti-lateral displacement devices, and the anti-lateral displacement devices are symmetrically arranged on both sides of the prime frame columns.

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