A cover plate type node debonding construction method and a construction device

Abstract

The application relates to a cover plate type node debonding construction method and a construction device, and the construction method comprises the following steps: according to the concrete core area position of a steel pipe concrete column, a plurality of vertical seams are arranged on the outer wall surface of the steel pipe concrete column in a spaced manner; a pressure applying cover plate matched with the inner cavity cross section of the steel pipe concrete column is prepared; the pressure applying cover plate is placed in the core area of the steel pipe concrete column, an inclined column inner force transmission stiffening rib is welded on the bottom surface of the pressure applying cover plate, and the column inner force transmission stiffening rib protrudes from the outer wall surface of the steel pipe concrete column through the vertical seam; a supporting plate connecting piece is welded on the protruding part of the column inner force transmission stiffening rib; the supporting plate connecting piece is lifted and temporarily fixed according to the estimated compression value of the concrete; the concrete is poured; and the pressure applying cover plate is moved downward to compress the concrete in the column core area. The application effectively reduces the occurrence of the concrete debonding phenomenon in the core area, guarantees that the bearing capacity of the concrete at the cover plate type node can be fully exerted, and thus guarantees the construction quality at the final node.

Description

Technical Field

[0001] This invention relates to the field of building structure technology, specifically to a method and device for reducing the detachment of cover plate type joints. Background Technology

[0002] The application of concrete-filled steel tubular (CFST) columns in building structures is becoming increasingly widespread. However, inspections of CFST columns already in use have revealed a common problem of voids between the concrete and the inner wall of the steel tubular components. This results in most of the structural gravity load being transferred downwards through the steel tubing, while the core concrete does not directly bear the load, thus its load-bearing capacity cannot be fully utilized. This deviates significantly from the theoretical assumption of shared load distribution, leading to safety hazards in CFST column structures calculated using current methods. Therefore, it is necessary to find a joint design to transfer the structural gravity load to the core concrete. Summary of the Invention

[0003] This application provides a construction method and device for reducing the detachment of cover plate type joints, which can solve the technical problem in the prior art where there is a gap between the concrete and the inner wall of the steel pipe in the concrete-concrete composite member, resulting in most of the structural gravity load being transmitted downward through the steel pipe, and the bearing capacity of the concrete part cannot be fully utilized because the core concrete is not directly subjected to force.

[0004] Firstly, this application provides a method for reducing the detachment of cover plate type joints, including the following steps:

[0005] Based on the location of the concrete core area of ​​the steel-concrete composite column, multiple vertical joints are opened at intervals on the outer wall surface around the steel-concrete composite column.

[0006] Fabricate a pressure cover plate that matches the internal cross-section of the steel-concrete composite column;

[0007] The pressure-applying cover plate is placed on top of the concrete to be compressed in the core area of ​​the steel-concrete composite column. Inclined outward-facing internal force-transmitting stiffening ribs are welded to the bottom surface of the pressure-applying cover plate. The internal force-transmitting stiffening ribs protrude through the vertical seam and out of the outer wall surface of the steel-concrete composite column.

[0008] Weld a support plate connector to the protruding part of the stiffening ribs that transmit force within the column;

[0009] The support plate connector is raised and temporarily fixed according to the estimated compression value of the concrete in the steel-concrete composite column.

[0010] Complete the pouring of concrete inside the steel-concrete composite column and the concrete cap or flat slab.

[0011] The temporary fixation of the pallet connector is removed, and the weight of the concrete above the pallet connector is transmitted to the pressure plate through the internal stiffening ribs of the column, causing the pressure plate to move down and pressurize the concrete in the core area of ​​the column.

[0012] In conjunction with the first aspect, in one embodiment, in the step of opening multiple vertical joints at intervals on the outer circumferential surface of the concrete core area of ​​the concrete tube column according to the location of the concrete core area, the joint height of the multiple vertical joints is greater than the sum of the estimated vertical compression value of the concrete core area and the height of the stiffening ribs inside the column.

[0013] In conjunction with the first aspect, in one embodiment, in the step of fabricating a pressure-applying cover plate that matches the cross-sectional area of ​​the inner cavity of the steel tube column, the width or diameter of the pressure-applying cover plate is smaller than the width or diameter of the cross-section of the steel tube concrete column.

[0014] In conjunction with the first aspect, in one embodiment, in the step of manufacturing a pressure-applying cover plate that matches the cross-sectional area of ​​the inner cavity of the steel pipe cylinder, a stiffening rib is welded and fixed above the main panel of the pressure-applying cover plate and a casting through hole is provided.

[0015] In conjunction with the first aspect, in one embodiment, in the step of welding the support plate connector to the protruding part of the stiffening rib in the column, the support plate connector includes a base plate and a connecting plate connected thereto. The base plate is arranged in a horizontal direction, and the connecting plate matches the outer wall surface of the steel tube concrete column and has a gap between it and the outer wall surface.

[0016] In conjunction with the first aspect, in one embodiment, the steel-concrete composite column is a steel pipe column (such as a square steel pipe or a round steel pipe), the support plate connector is a steel plate, the vertical plate of the steel plate matches the outer wall surface of the square pipe column, and the flat plate is used to bear the weight of the poured concrete and the load on the concrete structure.

[0017] In conjunction with the first aspect, in one embodiment, a fixed support plate is welded between the vertical plate and the flat plate of the square steel.

[0018] In conjunction with the first aspect, in one embodiment, after raising and temporarily fixing the support plate connector based on the estimated compression value of the concrete in the steel-concrete composite column, the method further includes the following steps:

[0019] Complete the rebar tying construction process.

[0020] Secondly, this application provides a cover plate type joint detachment reduction construction device, comprising:

[0021] A steel-concrete composite column, wherein multiple vertical slits are provided on the outer circumferential wall of the steel-concrete composite column, and the steel-concrete composite column is used to vertically penetrate a cover plate type construction base, wherein the cover plate type construction base is a reinforced concrete column cap or a reinforced concrete flat slab.

[0022] The pressure-applying mechanism includes a pressure-applying cover plate, multiple internal force-transmitting stiffening ribs, and multiple support plate connectors. The pressure-applying cover plate is fitted inside the steel-concrete composite column and located above the core area. The multiple support plate connectors are located on the outer wall of the steel-concrete composite column and are used to bear the weight of the concrete poured outside the column. The multiple internal force-transmitting stiffening ribs pass through a vertical joint and connect a support plate connector and the pressure-applying cover plate.

[0023] In conjunction with the second aspect, in one embodiment, the steel-concrete composite column is a square tube column or a round tube column.

[0024] The beneficial effects of the technical solutions provided in this application include at least the following:

[0025] The cover plate joint detachment reduction construction method provided in this application involves placing a pressure cover plate inside a steel pipe concrete column. After concrete is poured outside the pipe, the support plate connector bears its weight, which is transferred to the pressure cover plate through the internal stiffening ribs of the column. The pressure cover plate moves down to pressurize the core area concrete, thereby reducing the occurrence of core area concrete detachment and ensuring that the bearing capacity of the concrete at the cover plate joint is fully utilized, thus guaranteeing the final construction quality at the joint. Attached Figure Description

[0026] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0027] Figure 1 This is a flowchart illustrating the construction method for reducing the detachment of cover plate-type nodes provided in an embodiment of this application.

[0028] Figure 2 A schematic diagram of a construction scenario for the cover plate type node construction method provided in the embodiments of this application;

[0029] Figure 3 A schematic elevation view of a steel pipe with a vertical slit in its wall, provided for an embodiment of this application;

[0030] Figure 4 for Figure 2 AA-direction cross section;

[0031] Figure 5 This application provides a front view of the components of a cover plate type node construction device, including a support plate connector, a support plate support plate, a column internal force transmission stiffening rib, and a pressure-applying cover plate.

[0032] Figure 6 for Figure 5BB-direction cross-section view.

[0033] In the diagram: 1. Concrete-filled steel tube column; 2. Reinforced concrete column cap (or reinforced concrete flat slab); 3. Support plate connector; 4. Support plate support plate; 5. Stiffening rib for internal force transmission; 6. Pressure plate; 7. Stiffening rib; 8. Internal concrete; 9. Vertical joint. Detailed Implementation

[0034] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.

[0035] This application provides a method for reducing the detachment of cover plate type joints, which can solve the problem of voids between concrete and the inner wall of steel pipe in concrete-filled steel pipe members. This causes most of the structural gravity load to be transmitted downward through the steel pipe, and the bearing capacity of the concrete part cannot be fully utilized because the core concrete is not directly subjected to force.

[0036] Firstly, please refer to Figure 1 This application provides a construction method for reducing the detachment of cover plate type joints, including the following steps:

[0037] Step S1: Based on the location of the concrete core area of ​​the steel-concrete composite column 1, multiple vertical slits 9 are opened at intervals around the outer wall of the steel-concrete composite column 1.

[0038] Step S2: Fabricate a pressure cover plate 6 that matches the cross-sectional area of ​​the inner cavity of the steel-concrete composite column 1;

[0039] Step S3: Place the pressure plate 6 on top of the concrete to be compressed in the core area of ​​the steel pipe concrete column 1, and weld the inclined outward stiffening rib 7 internal force transmission stiffening rib 75 on the bottom surface of the pressure plate 6. The stiffening rib 7 internal force transmission stiffening rib 75 passes through the vertical seam 9 and protrudes from the outer wall surface of the steel pipe concrete column 1.

[0040] Step S4: Weld the support plate connector 3 to the protruding part of the stiffening rib 75 that transmits force within the stiffening rib 7 column;

[0041] Step S5: Raise and temporarily fix the support plate connector 3 according to the estimated compression value of the concrete in the steel-concrete composite column 1.

[0042] Step S7: Complete the concrete pouring of the interior concrete 8 of the steel tube concrete column 1 and the reinforced concrete column cap 2 or the concrete pouring of the flat slab.

[0043] Step S8: Cancel the temporary fixation of the pallet connector 3. The weight of the concrete above the pallet connector 3 is transmitted to the pressure cover plate 6 through the stiffening rib 75 inside the stiffening rib 7 column, causing the pressure cover plate 6 to move down into the core area of ​​the pressure column.

[0044] The cover plate joint detachment reduction construction method provided in this application involves placing a pressure cover plate 6 inside a steel pipe concrete column. After concrete is poured outside the pipe, the support plate connector 3 bears its weight, which is transferred to the pressure cover plate 6 through the stiffening rib 75 inside the column. The pressure cover plate 6 moves down to pressurize the concrete in the core area, thereby reducing the occurrence of concrete detachment in the core area and ensuring that the bearing capacity of the concrete at the cover plate joint is fully utilized, thus guaranteeing the construction quality of the final joint.

[0045] In one embodiment, in step S1, which involves opening multiple vertical seams 9 at intervals on the outer wall of the steel-concrete composite column 1 according to the location of the concrete core area of ​​the steel-concrete composite column 1, the height of the multiple vertical seams 9 is greater than the sum of the estimated vertical compression of the core area concrete and the height of the force-transmitting stiffening rib 75 inside the stiffening rib 7 column. This ensures that the core area concrete will not come into contact with the steel pipe wall when vertical compression causes the force-transmitting stiffening rib 75 inside the stiffening rib 7 column to slide downward.

[0046] In a more specific embodiment, the steel-concrete composite column 1 is a square column, such as... Figure 2 As shown, this is a front view of a square column. Two vertical slits 9 are opened on each of the four sides of the square column above the concrete core area, for a total of 8 vertical slits 9.

[0047] In this application, the vertical slit 9 can also be referred to as a square through hole, wherein the length direction of the square through hole is set vertically and the width direction is set horizontally.

[0048] In one embodiment, in step S2, the pressure-applying cover plate 6, which matches the cross-section of the inner cavity of the steel tube column, has a width or diameter smaller than the width or diameter of the cross-section of the steel tube concrete column 1.

[0049] In one embodiment, in step S2, the step of fabricating a pressure-applying cover plate 6 that matches the cross-section of the inner cavity of the steel pipe cylinder, a stiffening rib 7 is welded and fixed above the main panel of the pressure-applying cover plate 6, and a casting through hole is provided. The stiffening rib 7 is used to enhance the rigidity of the main panel. In a more specific embodiment, the pressure-applying cover plate 6 is as follows: Figure 5 As shown in the middle section, the steel-concrete composite column is a square column, and the pressure-applying cover plate 6 is a square cover plate. The pressure-applying cover plate 6 has a multi-compartment design, with a closed design at the central grid point and a hollow or semi-hollowed / semi-closed design at the outer perimeter grid point at the central grid point. The hollow grid point facilitates the pouring of concrete into the concrete core area below the pressure-applying cover plate 6, while the cover plate at the closed grid point provides an application surface for the concrete in the pressure-applying core area.

[0050] In one embodiment, in step S3, placing the pressure-applying cover plate 6 above the concrete to be compressed in the core area of ​​the steel-concrete composite column 1, and welding outwardly inclined stiffening ribs 75 for internal force transmission on the bottom surface of the pressure-applying cover plate 6, the stiffening ribs 75 for internal force transmission protruding through the vertical seam 9 and extending beyond the outer wall of the steel-concrete composite column 1, according to the shape of the main panel of the construction cover plate, welding and fixing multiple stiffening ribs 75 for internal force transmission on the bottom of the main panel, the multiple stiffening ribs 75 for internal force transmission on the column... The construction cover plate forms an extended gripper underneath, which serves to transmit force between the support plate connector 3 and the pressure cover plate 6. Multiple stiffening ribs 75 inside the column transmit force and correspond one-to-one with multiple vertical seams 9. It can be understood that the multiple vertical seams 9 are arrayed and spaced on the outer wall surface of the steel tube concrete column with the center of the cross-section as the center, or symmetrically distributed with the center line of the cross-section of the steel tube concrete column as the center of symmetry, so as to ensure that the pressure cover plate 6 moves smoothly downward to apply pressure to the concrete in the core area.

[0051] In one embodiment, in step S4, welding the support plate connector 3 to the protruding part of the stiffening rib 75 in the stiffening rib 7 column, the support plate connector 3 includes a base plate and a connecting plate connected thereto. The base plate is arranged in a horizontal direction, and the connecting plate matches the outer wall surface of the steel tube concrete column 1 and has a gap between it and the outer wall surface.

[0052] In one embodiment, the steel-concrete composite column 1 is a square tube column, the support plate connector 3 is a square steel plate, the vertical plate of the square steel plate matches the outer wall surface of the square tube column, and the flat plate is used to bear the weight of the poured concrete. In one embodiment, a support plate 4 is welded and fixed between the vertical plate of the square steel plate and the flat plate. The support plate 4 is used to increase the strength of the flat plate and prevent it from deforming under the gravity of the concrete above.

[0053] In the real-time example of the transformation in this application, the steel-concrete composite column 1 is a circular column, and the support plate connector 3 includes a flat plate and an arc plate. The flat plate is arranged horizontally, and the arc plate is arranged vertically to fit the outer wall surface of the steel-concrete composite column. There is a gap between the arc plate and the outer wall surface of the column.

[0054] In one embodiment, after step S5, which involves raising and temporarily fixing the support plate connector 3 based on the estimated compression value of the concrete in the steel-concrete composite column 1, the following steps are also included:

[0055] Step S6: Complete the rebar tying and other construction procedures.

[0056] The construction method of the cover plate type node provided in this application transfers most of the floor slab gravity load to the pressure cover plate 6 through the support plate connector 3, the support plate support plate 4, and the stiffening rib 75 in the column. The pressure cover plate 6 directly transfers the floor slab load to the concrete inside the steel tube concrete column 1 by compressing the concrete inside the column. This node structure can effectively alleviate the problem of reduced bearing capacity and stiffness caused by the concrete inside the steel tube concrete column 1 being unable to directly bear the force and thus the concrete separating from the inner wall of the steel tube.

[0057] Secondly, this application provides a cap-type node detachment construction device, including a steel-concrete composite column 1 and a construction mechanism. The steel-concrete composite column 1 has multiple vertical slits 9 on its circumferential outer wall surface. The steel-concrete composite column 1 is used to vertically penetrate a cap-type construction base, which is either a cap of the steel-concrete composite column 1 or a reinforced concrete flat slab. The pressure-applying mechanism includes a pressure-applying cap 6, multiple stiffening ribs 7 (internal force-transmitting stiffening ribs 75), and multiple support plate connectors 3. The pressure-applying cap 6 is matched inside the steel-concrete composite column 1 and located above the core area. The multiple support plate connectors 3 are located on the outer wall surface of the steel-concrete composite column 1 and are used to bear the weight of the concrete poured outside the pipe. The multiple stiffening ribs 7 (internal force-transmitting stiffening ribs 75) pass through a vertical slit 9 and connect a support plate connector 3 and the pressure-applying cap 6.

[0058] The steel-concrete composite column 1 is a square or round tube column.

[0059] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0060] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0061] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A method for reducing the detachment of cover plate type joints during construction, characterized in that, Includes the following steps: Based on the location of the concrete core area of ​​the steel-concrete composite column, multiple vertical joints are opened at intervals on the outer wall surface around the steel-concrete composite column. Fabricate a pressure cover plate that matches the internal cross-section of the steel-concrete composite column; The pressure-applying cover plate is placed on top of the concrete to be compressed in the core area of ​​the steel-concrete composite column. Inclined outward-facing internal force-transmitting stiffening ribs are welded to the bottom surface of the pressure-applying cover plate. The internal force-transmitting stiffening ribs protrude through the vertical seam and out of the outer wall surface of the steel-concrete composite column. Weld a support plate connector to the protruding part of the stiffening ribs that transmit force within the column; The support plate connector is raised and temporarily fixed according to the estimated compression value of the concrete in the steel-concrete composite column. Complete the pouring of concrete inside the steel-concrete composite column and the concrete cap or flat slab. The temporary fixation of the pallet connector is removed, and the weight of the concrete above the pallet connector is transmitted to the pressure plate through the internal stiffening ribs of the column, causing the pressure plate to move down and pressurize the concrete in the core area of ​​the column.

2. The method for reducing the detachment of cover plate type nodes as described in claim 1, characterized in that, In the step of opening multiple vertical joints at intervals on the outer wall of the steel-concrete composite column according to the location of the concrete core area, the joint height of the multiple vertical joints is greater than the sum of the estimated vertical compression of the core area concrete and the height of the force-transmitting stiffening ribs inside the column, and the multiple vertical joints are arranged in an array at intervals with the center of the cross-section of the steel-concrete composite column as the center or symmetrically distributed with the center line of the cross-section.

3. The method for reducing the detachment of cover plate type nodes as described in claim 1, characterized in that, In the step of making a pressure cover plate that matches the cross-section of the inner cavity of the steel tube column, the width or diameter of the pressure cover plate is smaller than the width or diameter of the cross-section of the steel tube concrete column.

4. The method for reducing the detachment of cover plate type nodes as described in claim 1, characterized in that, In the step of making a pressure cover plate that matches the cross-section of the inner cavity of the steel pipe cylinder, a stiffening rib is welded and fixed above the main panel of the pressure cover plate and a casting through hole is opened.

5. The method for reducing the detachment of cover plate type nodes as described in claim 1, characterized in that, In the step of welding the support plate connector to the protruding part of the stiffening rib in the column, the support plate connector includes a base plate and a connecting plate connected thereto. The base plate is arranged in a horizontal direction, and the connecting plate matches the outer wall surface of the steel tube concrete column and has a gap between it and the outer wall surface.

6. The method for reducing the detachment of cover plate type nodes as described in claim 5, characterized in that, The steel-concrete composite column is a square tube column, the support plate connector is a square steel plate, the vertical plate of the square steel plate matches the outer wall surface of the square tube column, and the flat plate is used to bear the weight of the poured concrete.

7. The method for reducing the detachment of cover plate type nodes as described in claim 6, characterized in that, The support plate is welded between the vertical plate and the flat plate of the square steel.

8. The method for reducing the detachment of cover plate type nodes as described in claim 1, characterized in that, After raising and temporarily fixing the support plate connector based on the estimated compression value of the concrete in the steel-concrete composite column, the following steps are also included: Complete the rebar tying construction process.

9. A cover plate type joint detachment reduction construction device, characterized in that, include: A steel-concrete composite column, wherein multiple vertical slits are provided on the outer circumferential wall of the steel-concrete composite column, and the steel-concrete composite column is used to vertically penetrate a cover plate type construction base, wherein the cover plate type construction base is a reinforced concrete column cap or a reinforced concrete flat slab. The pressure-applying mechanism includes a pressure-applying cover plate, multiple internal force-transmitting stiffening ribs, and multiple support plate connectors. The pressure-applying cover plate is fitted inside the steel-concrete composite column and located above the core area. The multiple support plate connectors are located on the outer wall of the steel-concrete composite column and are used to bear the weight of the concrete poured outside the column. The multiple internal force-transmitting stiffening ribs pass through a vertical joint and connect a support plate connector and the pressure-applying cover plate.

10. The cover plate type node detachment reduction construction device as described in claim 9, characterized in that, The steel-concrete composite column is either a square tube column or a round tube column.

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