Horizontal counter-force supporting structure for sliding construction

Abstract

The invention discloses a horizontal counter-force supporting structure for sliding construction. The horizontal counter-force supporting structure comprises a horizontal force supporting truss, an inclined strut, a concrete bracket and a sliding rail. The two ends of the horizontal force supporting truss are connected to the adjacent concrete columns through concrete brackets correspondingly, one end of the horizontal force supporting truss is fixedly hinged, and the other end of the horizontal force supporting truss is in axial one-way sliding connection. Spandrel girders are arranged below the horizontal force supporting trusses and are connected with the concrete columns; one end of the inclined strut is welded and fixed with the bearing beam through an embedded part, and the other end is connected with the horizontal force support truss; the horizontal force supporting truss and the inclined strut are welded to the sliding rail, the sliding rail is welded to the side face of the horizontal force supporting truss in parallel, and the bottom of one end of the arch truss is movably connected to the sliding rail. And torsion, instability or deformation of the arch truss due to overlarge horizontal force is avoided.

Description

Technical Field

[0001] This invention relates to the field of sliding large steel arch truss structures. More specifically, this invention relates to a horizontal reaction support structure for sliding construction. Background Technology

[0002] In the construction of large-span arched steel structures, especially in the case of steel space frame or steel truss coal shed structures, when the processing equipment and coal storage yard are already on site and the available space is very limited due to the owner's requirements, high-altitude bulk loading is not possible, and a sliding method is often chosen for construction. The conventional sliding method only applies vertical axial pressure, and the concrete columns and the connecting concrete beams can bear the construction load during sliding. However, in addition to vertical axial pressure, arched structures also experience large lateral horizontal forces, resulting in a large torsional force under the resultant force. The concrete beams cannot resist this force, and using shear walls would be extremely costly. At the same time, when the arched structure supports are high, the concrete supports are extremely high, and the concrete supports cannot be removed or are difficult to remove after construction, affecting the building's appearance and usable space. Summary of the Invention

[0003] To achieve these objectives and other advantages according to the present invention, a preferred embodiment of the present invention provides a sliding construction horizontal reaction support structure, wherein two rows of concrete columns are arranged at both ends of an arched truss, each row of concrete columns includes multiple concrete columns, and a sliding construction horizontal reaction support structure is provided between two adjacent concrete columns. The sliding construction horizontal reaction support structure is characterized in that it includes a horizontal force support truss, diagonal braces, concrete corbels, and slide rails. The horizontal force support truss is connected to adjacent concrete columns at both ends by concrete brackets. One end of the horizontal force support truss is fixedly hinged, and the other end is axially unidirectionally sliding. A load-bearing beam is provided below the horizontal force support truss and is connected to the concrete column. One end of the diagonal brace is welded to the load-bearing beam through embedded parts, and the other end is connected to the horizontal force support truss. The slide rail is welded parallel to the side of the horizontal force support truss, and one end of the arched truss is movably connected to the slide rail.

[0004] Preferably, the angle between the diagonal brace and the horizontal direction is 30° to 60°.

[0005] Preferably, the horizontal force support truss is a trapezoidal structure welded from multiple chords, and mounting holes are provided on the horizontal force support truss at the positions corresponding to the connection with the concrete corbel.

[0006] Preferably, a slide rail side baffle is provided on the outer side of the slide rail, and a steel slider is fixed at the bottom of one end of the arched truss, the steel slider being movably disposed within the slide rail.

[0007] Preferably, the horizontal force support truss is fixedly hinged to one end of the concrete corbel by connecting bolts. The concrete corbel has a matching embedded part pre-embedded in it to connect with the connecting bolts, so as to realize the detachable fixing of the horizontal force support truss and the concrete corbel.

[0008] Preferably, the end of the slide rail is provided with a slide rail side stop, which is welded and fixed to the slide rail to limit the sliding stroke of the steel slider.

[0009] Preferably, damping energy dissipation components are arranged axially at intervals inside the horizontal force support truss. The damping energy dissipation components include an inner sleeve, an outer sleeve, and a viscoelastic damping material. The inner sleeve is welded and fixed to the upper chord of the horizontal force support truss, and the outer sleeve is welded and fixed to the lower chord. The viscoelastic damping material fills the annular gap between the inner sleeve and the outer sleeve, and the ratio of the axial stiffness of the damping energy dissipation component to the overall stiffness of the horizontal force support truss is 1:8-1:12. When the horizontal force exceeds the design threshold, the viscoelastic damping material dissipates energy through shear deformation.

[0010] Preferably, a metal mesh skeleton is embedded radially within the viscoelastic damping material. The metal mesh skeleton has a diamond-shaped woven structure, and its volume accounts for 15%-20% of the total volume of the viscoelastic damping material. Furthermore, the ratio of the axial stiffness of the metal mesh skeleton to the axial stiffness of the viscoelastic damping material is 1:3-1:5.

[0011] Preferably, the damping energy dissipation component further includes an annular corrugated metal sheet, which is sleeved between the inner sleeve and the outer sleeve, and exactly covers the annular end face gap between the inner sleeve and the outer sleeve to prevent the viscoelastic damping material from overflowing from the gap. The inner side of the corrugated metal sheet is welded and fixed to the outer wall of the inner sleeve, and the other end is welded and fixed to the inner wall of the outer sleeve. Multiple peaks and troughs are evenly distributed along the annular circumference of the corrugated metal sheet, and the number of peaks and troughs corresponds one-to-one, forming a circumferentially symmetrical and axially expandable corrugated structure. The peaks and adjacent troughs are connected by a gradually changing circular arc transition section, and the inclination angle of the transition section is 30°-45°.

[0012] The present invention has at least the following beneficial effects: The present invention, through the combination structure of horizontal force support truss and diagonal bracing, can effectively bear the lateral horizontal force generated during the sliding construction of large-span arch trusses, and transfer the force to the foundation structure such as concrete columns through concrete corbels and embedded parts, so as to avoid the arch truss from twisting, becoming unstable or deforming due to excessive horizontal force, thus solving the safety hazards caused by insufficient resistance to horizontal reaction force in traditional construction and ensuring the structural stability during the sliding process.

[0013] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Attached Figure Description

[0014] Figure 1 This is a schematic diagram of the installation of the horizontal reaction force support structure for sliding construction in this invention.

[0015] Figure 2 This is a top view showing the installation and use of the sliding construction horizontal reaction support structure in this invention.

[0016] Figure 3 This is a schematic diagram of the installation of the horizontal force support truss in this invention.

[0017] Figure 4 for Figure 3 A schematic diagram of AA.

[0018] Figure 5 for Figure 3 A schematic diagram of BB.

[0019] Figure 6 This is a schematic diagram of the horizontal force-supported truss in this invention.

[0020] Figure 7 This is a schematic diagram of the damping energy dissipation component in this invention. Detailed Implementation

[0021] The present invention will now be described in further detail with reference to the accompanying drawings, so that those skilled in the art can implement it based on the description.

[0022] The following description is intended to disclose the present invention and enable those skilled in the art to implement it. The preferred embodiments described below are merely examples, and other obvious modifications will occur to those skilled in the art. The basic principles of the invention defined in the following description can be applied to other embodiments, modifications, improvements, equivalents, and other technical solutions that do not depart from the spirit and scope of the invention.

[0023] Those skilled in the art should understand that, in the disclosure of this invention, the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention 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. Therefore, the above terms should not be construed as limiting this invention.

[0024] It is understood that the term "a" should be understood as "at least one" or "one or more", that is, in one embodiment, the number of an element can be one, while in another embodiment, the number of the element can be multiple, and the term "a" should not be understood as a limitation on the number.

[0025] like Figure 1-6 As shown, a preferred embodiment of the present invention provides a sliding construction horizontal reaction support structure. Two rows of concrete columns 2 are arranged at both ends of the arched truss 1. Each row of concrete columns includes multiple concrete columns 2. A sliding construction horizontal reaction support structure is set between two adjacent concrete columns 2. The sliding construction horizontal reaction support structure includes a horizontal force support truss 3, a diagonal brace 4, a concrete corbel 5, and a slide rail 6. The horizontal force support truss 3 is connected to the adjacent concrete column 2 at both ends by concrete brackets 5. One end of the horizontal force support truss 3 is fixedly hinged, and the other end is axially unidirectionally sliding. A load-bearing beam 7 is provided below the horizontal force support truss 3 and is connected to the concrete column 2. One end of the diagonal brace 4 is welded and fixed to the load-bearing beam 7 through embedded parts, and the other end is connected to the horizontal force support truss 3. The slide rail 6 is welded parallel to the side of the horizontal force support truss 3, and one end of the arched truss 1 is movably connected to the slide rail 6.

[0026] In the above technical solution, the horizontal force is transmitted to the slide rail 6 through the arched truss 1, and then from the slide rail 6 to the horizontal force support truss 3. The horizontal force support truss 3 transmits the horizontal force to the diagonal brace 4, and the diagonal brace 4 transmits the horizontal force to the load-bearing beam 7 through embedded parts. Finally, the load-bearing beam 7 transmits the horizontal force to the concrete column 2, forming a complete horizontal force transmission path, which avoids the arched truss from twisting or becoming unstable due to excessive horizontal force. At the same time, the horizontal force support truss 3 is fixedly hinged at one end and axially unidirectionally sliding at the other end, which can adapt to structural deformation during construction and prevent component damage caused by rigid constraints. The setting of the load-bearing beam provides stable vertical support for the horizontal force support truss, further improving the stability of the overall structure and ensuring that the arched truss can smoothly and safely complete the sliding construction along the slide rail, meeting the needs of sliding construction of large-span arched steel structures.

[0027] In another technical solution, the angle between the diagonal brace 4 and the horizontal direction is 30°~60°.

[0028] In the above technical solution, within the angle range of 30° to 60°, the diagonal brace 4 can effectively transmit the lateral horizontal force borne by the horizontal force support truss 3, avoiding buckling due to excessive axial pressure on the diagonal brace caused by too small an angle, or reduced efficiency of the diagonal brace in transmitting horizontal force due to too large an angle.

[0029] In another technical solution, the horizontal force support truss 3 is a trapezoidal structure welded from multiple chords, and mounting holes are provided on the horizontal force support truss 3 at the positions corresponding to the connection with the concrete corbel 5.

[0030] In the above technical solution, the trapezoidal structure has good bending and shear resistance, which can effectively withstand the lateral horizontal force and vertical load transmitted during the sliding of the arched truss, and avoid excessive deformation of the horizontal force support truss during the stress process. At the same time, the trapezoidal structure has a more uniform stress distribution, which can evenly transfer the load to the concrete corbel and concrete column, reducing local stress concentration.

[0031] In another technical solution, a slide rail side baffle is provided on the outer side of the slide rail 6, and a steel slider 8 is fixed at the bottom of one end of the arched truss. The steel slider 8 is movably disposed within the slide rail 6.

[0032] In the above technical solution, a slide rail side baffle is set on the outside of the slide rail 6, which can effectively limit the lateral movement of the steel slider during the sliding process, prevent the steel slider from detaching from the side of the slide rail, avoid the lateral displacement of the arch truss during the sliding process, and ensure the accuracy of the sliding direction.

[0033] In another technical solution, the horizontal force support truss 3 is fixedly hinged to one end of the concrete corbel and fixed to the concrete corbel 5 by connecting bolts. The concrete corbel 5 has a matching embedded part pre-embedded in it to connect with the connecting bolts, so as to realize the detachable fixing of the truss and the concrete corbel.

[0034] In the above technical solution, one end of the horizontal force support truss is fixed to the concrete corbel using connecting bolts. This connection method allows for detachable fixing of the truss and the concrete corbel. After the arched truss sliding construction is completed, the horizontal force support truss can be removed from the concrete corbel simply by disassembling the connecting bolts. This facilitates the recycling and reuse of the horizontal force support truss, reducing construction costs. In this solution, one end of the horizontal force support truss is also connected via bolts for sliding, except that the bolt holes are elongated oval holes to allow for sliding.

[0035] In another technical solution, the end of the slide rail 6 is provided with a slide rail side stop, which is welded and fixed to the slide rail to limit the sliding stroke of the steel slider.

[0036] In the above technical solution, a slide rail side stop is set at the end of the slide rail 6 and fixed by welding, which can effectively limit the sliding stroke of the steel slider and prevent the steel slider from detaching from the end of the slide rail due to improper operation or excessive power during the sliding process. This avoids the arch truss from becoming unstable or falling as the steel slider detaches from the slide rail, and greatly improves the safety of the arch truss sliding construction.

[0037] In another technical solution, damping energy dissipation components 8 are axially spaced inside the horizontal force support truss 3. Each damping energy dissipation component includes an inner sleeve 8-1, an outer sleeve 8-2, and a viscoelastic damping material 8-3. The inner sleeve 8-1 is welded to the upper chord 3-1 of the horizontal force support truss, and the outer sleeve 8-2 is welded to the lower chord 3-2. The viscoelastic damping material fills the annular gap between the inner sleeve 8-1 and the outer sleeve 8-2. The axial stiffness ratio of the damping energy dissipation component 8-3 to the overall stiffness of the horizontal force support truss is 1:8 to 1:12. When the horizontal force exceeds the design threshold, the viscoelastic damping material dissipates energy through shear deformation. The inner sleeve 8-1 and the outer sleeve 8-2 are slidably connected without detachment.

[0038] In the above technical solution, during operation, when the horizontal force transmitted from the arched truss 1 to the horizontal force support truss 3 is less than the preset value, the stiffness of the horizontal force support truss 3 itself can resist deformation. At this time, the damping energy dissipation component is in an elastic state, and the viscoelastic damping material 8-3 between the inner sleeve 8-1 and the outer sleeve 8-2 deforms less, mainly playing an auxiliary support role, sharing the horizontal force with the horizontal force support truss 3. When the horizontal force exceeds the design threshold, such as in the event of strong winds, sudden start or braking of traction equipment, the horizontal force support truss 3 will produce a large axial deformation. This deformation will cause the upper chord and lower chord to have relative vertical misalignment, which in turn will cause the inner sleeve 8-1 fixed to the upper chord and the outer sleeve 8-2 fixed to the lower chord to have relative displacement. At this time, the viscoelastic damping material 8-3 will be subjected to shearing action and produce a large shear deformation. Due to the viscous properties of the viscoelastic damping material 8-3, during the shear deformation process, its internal molecules will undergo friction and relative motion, converting some mechanical energy into heat energy and dissipating it, thereby consuming excess energy. The axial stiffness ratio of the damping energy dissipation component to the horizontal force support truss 31:10 ensures that the damping energy dissipation component will not prematurely participate in energy dissipation when the horizontal force does not exceed the threshold, avoiding unnecessary material loss; when the horizontal force exceeds the threshold, the damping energy dissipation component can play a timely role and quickly dissipate energy. The design of the damping energy dissipation component 8 enables the horizontal force support truss 3 to have sufficient stiffness under normal working conditions, and under extreme working conditions, it can reduce vibration and deformation through the action of the damping energy dissipation component, protecting the main structure from damage.

[0039] In another technical solution, a metal mesh skeleton 8-4 is embedded radially within the viscoelastic damping material. The metal mesh skeleton has a diamond-shaped woven structure, and the volume ratio of the metal mesh skeleton 8-4 is 15%-20% of the total volume of the viscoelastic damping material. Furthermore, the ratio of the axial stiffness of the metal mesh skeleton to the axial stiffness of the viscoelastic damping material is 1:3-1:5.

[0040] In the above technical solution, during operation, when the horizontal force on the horizontal force supporting truss 3 exceeds the design threshold, its axial deformation causes relative misalignment between the upper and lower chords, resulting in relative displacement between the inner sleeve 8-1 and the outer sleeve 8-2 of the damping energy dissipation component. This, in turn, causes shear deformation in the viscoelastic damping material 8-3. At this time, the metal mesh skeleton embedded inside the viscoelastic damping material 8-3 works in conjunction with the material. Due to the high strength of the metal mesh skeleton, it can effectively limit the excessive deformation of the viscoelastic damping material 8-3, preventing it from breaking under shear action. The diamond-shaped woven metal mesh skeleton has good ductility and can undergo corresponding stretching or compression as the viscoelastic damping material 8-3 deforms, avoiding the impact of excessive rigidity on the material's energy dissipation effect.

[0041] In another technical solution, the damping energy dissipation component further includes an annular wave metal 8-5, which is sleeved between the inner sleeve 8-1 and the outer sleeve 8-2, and exactly covers the annular end face gap between the inner sleeve and the outer sleeve 8-2 to prevent the viscoelastic damping material from overflowing from the gap. The inner side of the wave metal sheet 8-5 is welded and fixed to the outer wall of the inner sleeve, and the other end is welded and fixed to the inner wall of the outer sleeve 8-2. Moreover, multiple wave peaks and troughs are evenly distributed along the annular circumference on the wave metal sheet 8-5, and the number of wave peaks and troughs corresponds one-to-one, forming a circumferentially symmetrical and axially expandable corrugated structure. The wave peaks and adjacent wave troughs are connected by a gradually changing circular arc transition section, and the inclination angle of the transition section is 30°-45°.

[0042] In the above technical solution, during operation, the corrugated metal sheet 8-5 first functions as a seal. Its inner side is welded to the inner sleeve 8-1, and its outer side to the outer sleeve 8-2, forming a sealing barrier that effectively prevents the viscoelastic damping material 8-3 from overflowing from the annular end face gap between the inner sleeve 8-1 and the outer sleeve 8-2. This ensures that the viscoelastic damping material 8-3 is always filled within the annular gap 52, guaranteeing its stable energy dissipation performance. When the horizontal force on the horizontal force support truss 3 exceeds the design threshold, and the inner sleeve 8-1 and outer sleeve 8-2 undergo axial relative displacement, the corrugated metal sheet 8-5 will deform axially accordingly. Because the corrugated metal sheet 8-5 adopts a circumferentially symmetrical, axially expandable corrugated structure, when the inner sleeve 8-1 and the outer sleeve 8-2 move away from each other, the transition section between the crests and troughs of the corrugated metal sheet 8-5 is stretched, and the corrugated metal sheet 8-5 as a whole elongates axially; when the inner sleeve 8-1 and the outer sleeve 8-2 move closer to each other, the transition section is compressed, and the corrugated metal sheet 8-5 as a whole shortens axially. The 35° inclination angle of the transition section and the 8mm radius of the arc design ensure that the stress of the corrugated metal sheet 8-5 can be evenly distributed on the transition section during deformation, avoiding stress concentration leading to fracture. The elastic deformation of the corrugated metal sheet 8-5 can adapt to the relative displacement between the inner sleeve 8-1 and the outer sleeve 8-2, while its own rigidity can provide a certain auxiliary support for the damping energy dissipation component, enhancing the overall stiffness of the damping energy dissipation component. The final result is a significant improvement in the sealing performance of the damping energy dissipation component. The viscoelastic damping material 8-3 will not experience overflow loss, ensuring stable energy dissipation during long-term use. At the same time, the expandable structure of the corrugated metal sheet 8-5 can adapt to the relative displacement of the inner and outer sleeves and is not easily damaged, further improving the reliability and service life of the damping energy dissipation component and providing more comprehensive protection for the stable operation of the horizontal force support truss 3.

[0043] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A horizontal reaction support structure for sliding construction, comprising two rows of concrete columns arranged at both ends of an arched truss, each row of concrete columns including multiple concrete columns, and a horizontal reaction support structure for sliding construction provided between two adjacent concrete columns, characterized in that... The horizontal reaction support structure for sliding construction includes a horizontal force support truss, diagonal braces, concrete corbels, and sliding rails; The horizontal force support truss is connected to adjacent concrete columns at both ends by concrete brackets. One end of the horizontal force support truss is fixedly hinged, and the other end is axially unidirectionally sliding. A load-bearing beam is provided below the horizontal force support truss and is connected to the concrete column. One end of the diagonal brace is welded to the load-bearing beam through embedded parts, and the other end is connected to the horizontal force support truss. The slide rail is welded parallel to the side of the horizontal force support truss, and one end of the arched truss is movably connected to the slide rail.

2. The horizontal reaction support structure for sliding construction according to claim 1, characterized in that, The angle between the diagonal brace and the horizontal direction is 30°~60°.

3. The horizontal reaction support structure for sliding construction according to claim 1, characterized in that, The horizontal force support truss is a trapezoidal structure welded from multiple chords, and mounting holes are provided on the horizontal force support truss at the positions corresponding to the connection with the concrete corbel.

4. The horizontal reaction support structure for sliding construction according to claim 1, characterized in that, A slide rail side baffle is provided on the outside of the slide rail, and a steel slider is fixed at the bottom of one end of the arched truss. The steel slider is movably disposed inside the slide rail.

5. The horizontal reaction support structure for sliding construction according to claim 1, characterized in that, The horizontal force support truss is fixedly hinged to one end of the concrete corbel and fixed to the concrete corbel by connecting bolts. The concrete corbel has a matching embedded part for connection with the connecting bolts, so as to realize the detachable fixing of the horizontal force support truss and the concrete corbel.

6. The horizontal reaction support structure for sliding construction according to claim 1, characterized in that, The end of the slide rail is provided with a slide rail side stop, which is welded and fixed to the slide rail to limit the sliding stroke of the steel slider.

7. The horizontal reaction support structure for sliding construction according to claim 1, characterized in that, The horizontal force support truss is equipped with damping energy dissipation components spaced axially inside. Each damping energy dissipation component includes an inner sleeve, an outer sleeve, and viscoelastic damping material. The inner sleeve is welded and fixed to the upper chord of the horizontal force support truss, and the outer sleeve is welded and fixed to the lower chord. The viscoelastic damping material fills the annular gap between the inner sleeve and the outer sleeve. The ratio of the axial stiffness of the damping energy dissipation component to the overall stiffness of the horizontal force support truss is 1:8 to 1:

12. When the horizontal force exceeds the design threshold, the viscoelastic damping material dissipates energy through shear deformation.

8. The horizontal reaction support structure for sliding construction according to claim 7, characterized in that, The viscoelastic damping material is embedded with a metal mesh skeleton at radial intervals. The metal mesh skeleton has a diamond-shaped woven structure and its volume accounts for 15%-20% of the total volume of the viscoelastic damping material. The ratio of the axial stiffness of the metal mesh skeleton to the axial stiffness of the viscoelastic damping material is 1:3-1:

5.

9. The horizontal reaction support structure for sliding construction according to claim 7, characterized in that, The damping energy dissipation component also includes an annular corrugated metal sheet, which is sleeved between the inner sleeve and the outer sleeve, and exactly covers the annular end face gap between the inner sleeve and the outer sleeve to prevent the viscoelastic damping material from overflowing from the gap. The inner side of the corrugated metal sheet is welded and fixed to the outer wall of the inner sleeve, and the other end is welded and fixed to the inner wall of the outer sleeve. Multiple peaks and troughs are evenly distributed along the annular circumference of the corrugated metal sheet, and the number of peaks and troughs corresponds one-to-one, forming a circumferentially symmetrical and axially expandable corrugated structure. The peaks and adjacent troughs are connected by a gradually changing circular arc transition section, and the inclination angle of the transition section is 30°-45°.

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