Large-span damping roof and construction method thereof

Abstract

The application provides a large-span damping roof and a construction method thereof, which comprises a main structure frame, a connecting beam, a roof support column, a roof net rack and a damping unit; the connecting beam is arranged on the top of the main structure frame; the lower end of the roof support column is connected with the connecting beam, and the upper end is connected with the roof net rack; the damping unit comprises two inclined dampers arranged on the two sides of the roof support column respectively, the two inclined dampers are symmetrically arranged relative to the roof support column, one end of each inclined damper is hinged with the roof support column, the other end is hinged with the connecting beam, and the two inclined dampers jointly form an inverted V-shaped damping unit with an opening downward. The structure can solve the problem that the roof support column in the large-span roof structure is deformed by swinging under the action of an earthquake.

Description

Technical Field

[0001] This invention relates to the field of seismic isolation and vibration reduction technology for building structures, specifically to a large-span seismic-reducing roof and its construction method. Background Technology

[0002] Large-span space frame structures are characterized by their large span, light weight, and adaptability to various shapes, making them suitable as roof structures for large stadiums, convention centers, transportation hubs, and other public buildings. Large-span roof space frames are typically supported by several roof support columns. Under seismic loads, these columns may experience swaying deformation, with horizontal displacement and rotation at the column tops. This can adversely affect the stress state of the roof space frame and the main structural frame, potentially leading to localized roof instability or component damage in severe cases.

[0003] Among existing large-span roof vibration reduction technologies, one approach involves installing energy-dissipating members or damping supports within the roof's space frame. For example, viscoelastic dampers can be used in the space frame members to form a figure-eight energy-dissipating support. This approach requires replacement or modification of the space frame members, demanding high levels of construction coordination, and the dampers, located inside the space frame, are inconvenient for inspection and maintenance. Another approach involves installing seismic isolation bearings at the top of the columns to form an isolation layer. This approach is complex in construction and expensive, and the column-top isolation alters the force transmission path between the roof and the supporting columns, significantly impacting the overall structural design. A third approach utilizes the inherent structure of the swaying columns to dissipate energy, such as by segmenting and hinged columns or installing spindle-shaped variable cross-section columns. This approach requires high precision in column fabrication and presents significant construction challenges. Summary of the Invention

[0004] The purpose of this invention is to address the shortcomings of existing technologies by providing a large-span vibration-damping roof and its construction method.

[0005] The specific technical solution is as follows: A large-span vibration-damping roof includes a main structural frame, connecting beams, roof support columns, a roof space frame, and damping units. The connecting beams are located at the top of the main structural frame. The lower end of the roof support column is connected to the connecting beam, and the upper end is connected to the roof space frame. The damping unit includes two oblique dampers respectively located on both sides of the roof support column. The two oblique dampers are symmetrically arranged with respect to the roof support column. One end of each oblique damper is hinged to the roof support column, and the other end is hinged to the connecting beam. The two oblique dampers together form an inverted V-shaped damping unit with the opening facing downwards.

[0006] Optionally, the angle between the oblique damper and the horizontal direction is between 30 and 60 degrees.

[0007] Optionally, the angle between the oblique damper and the horizontal direction is between forty and fifty degrees.

[0008] Optionally, the oblique damper is a viscous damper or a metal yielding damper.

[0009] Optionally, the connection between the roof support column and the inclined damper forms a hinged node.

[0010] Optionally, the connection between the connecting beam and the oblique damper forms a hinged joint.

[0011] Optionally, the connecting beam is a common lower connecting member for the two inclined dampers.

[0012] Optionally, both ends of the inclined damper are connected to the roof support column and the connecting beam respectively through the hinged nodes.

[0013] This invention provides a method for using the aforementioned large-span vibration-damping roof, comprising the following steps: S1, the main structural frame and the connecting beams at its top; S2. Install the roof support columns and connect the lower end of the roof support columns to the connecting beam; S3. Install the roof space frame and connect the roof space frame to the upper end of the roof support column; S4. Arrange oblique dampers symmetrically on both sides of the roof support column, and hinge the two ends of each oblique damper to the roof support column and the connecting beam respectively to form an inverted V-shaped damping unit. S5. Adjust the damping unit.

[0014] Optionally, the inclined damper is installed at an angle of 30 to 60 degrees and is inclined to the horizontal direction. After installation, the hinge joint is tightened and the damper performance is adjusted.

[0015] Compared with the prior art, the present invention has the following beneficial effects: This invention utilizes symmetrically arranged oblique dampers on both sides of the roof support column, hinged to the connecting beam to form an inverted V-shaped damping unit. When the roof support column exhibits a swaying tendency under seismic loads, the oblique dampers on both sides can withstand tensile and compressive forces respectively. The hysteretic deformation of the dampers dissipates seismic energy, effectively suppressing column swaying. The damping unit is located on the column side, not occupying internal space within the space frame, not affecting the arrangement of space frame members, and facilitating installation and subsequent maintenance. The hinged connection allows the dampers to rotate flexibly with column deformation, preventing damage from excessive bending moments in non-axial directions, while ensuring effective transmission of damping force along the damper's axial direction. The connecting beam, as a common lower connecting component for the two oblique dampers, connects the lower ends of the two dampers into a single unit, forming a stable inverted V-shaped force-bearing system, thus establishing a clear force-bearing connection between the damping unit, the roof support column, and the connecting beam. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the overall structure of an embodiment of the present invention.

[0017] The following are the labels in the attached diagram: 1. Roof space frame, 2. Roof support column, 3. Inclined damper, 4. Connecting beam, 5. Main structural frame. Detailed Implementation

[0018] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0019] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other.

[0020] The present invention will be further described below with reference to the accompanying drawings and specific embodiments, but this is not intended to limit the scope of the invention.

[0021] like Figure 1 As shown, the large-span damping roof in this embodiment includes a roof space frame 1, roof support columns 2, inclined dampers 3, connecting beams 4, and a main structural frame 5. The connecting beams 4 are located at the top of the main structural frame 5. The roof support columns 2 are located above the connecting beams 4, with their lower ends connected to the connecting beams 4 and their upper ends connected to the roof space frame 1, thus supporting the roof space frame 1. The main structural frame 5 can be a reinforced concrete frame or a steel frame, and the connecting beams 4 can be reinforced concrete beams or steel beams, integrally cast or rigidly connected to the main structural frame 5.

[0022] Each roof support column 2 is equipped with a corresponding damping unit. The damping unit includes two oblique dampers 3, which are located on both sides of the roof support column 2 and are symmetrically arranged with respect to the roof support column 2. The two oblique dampers 3 extend obliquely from the roof support column 2 towards the connecting beam 4, with the end connected to the connecting beam 4 located at the bottom, so that the two oblique dampers 3 together form an inverted V-shaped arrangement with the opening facing downwards. This inverted V-shaped arrangement causes the upper ends of the two oblique dampers 3 to converge near the connection point of the roof support column 2, and the lower ends to be supported on the connecting beam 4 at the positions located on both sides of the roof support column 2, forming a stable triangular force system.

[0023] One end of the inclined damper 3 is connected to the roof support column 2 via a hinged joint, and the other end is connected to the connecting beam 4 via a hinged joint. The hinged joint, while transmitting the axial force of the inclined damper 3, allows the damper end to rotate at a certain angle to accommodate the relative deformation between the roof support column 2 and the connecting beam 4 under seismic loads, preventing premature failure of the damper due to bending or torsion, and ensuring effective transmission of the damping force along the damper's axial direction. The connecting beam 4, as the common lower connecting member of the two inclined dampers 3, establishes a clear force connection between the damping unit, the roof support column 2, and the connecting beam 4. The horizontal component of the force from both inclined dampers 3 is balanced through the connecting beam 4, and the vertical component is transmitted to the main structural frame 5 through the connecting beam 4.

[0024] In this embodiment, the angle between the inclined damper 3 and the horizontal direction can be between 30 and 60 degrees. This angle range is structurally sound: when the angle is less than 30 degrees, the inclined damper 3 is too gentle, resulting in a small vertical component of its axial force. This weakens its ability to restrain the horizontal displacement of the column top caused by the swaying of the roof support column 2, reduces the damper's horizontal stiffness contribution, and diminishes its vibration reduction effect. Simultaneously, an excessively small angle causes the damper's support point on the connecting beam 4 to be far from the roof support column 2, increasing the requirements for the span and cross-section of the connecting beam 4 and reducing its economic efficiency. When the angle is greater than 60 degrees, the inclined damper 3 is too steep, almost vertically positioned. This reduces the horizontal component of its axial force, similarly reducing its ability to suppress the horizontal swaying of the column. The damper bears more vertical force than horizontal seismic force, failing to effectively perform its energy dissipation and vibration reduction function. Furthermore, an excessively large angle causes the upper end of the damper to connect to the column top close to the column top, interfering with the force distribution at the connection point between the column top and the space frame. Therefore, limiting the angle between the oblique damper 3 and the horizontal direction to within the range of 30 to 60 degrees ensures that the horizontal and vertical components of the damper are in a reasonable proportion, which not only ensures effective constraint on the horizontal sway of the column, but also allows for sufficient axial deformation of the damper, thereby fully utilizing the hysteresis energy dissipation capacity of the damper.

[0025] Furthermore, the angle between the inclined damper 3 and the horizontal direction is between 40 and 50 degrees. Within this preferred angle range, the ratio of the horizontal to the vertical components of the inclined damper 3 is more balanced, the coupling relationship between the axial deformation of the damper and the horizontal displacement of the column top is optimal, and the damper can continuously and stably provide damping force throughout the entire process of column swaying, avoiding premature failure of the damper or reduced energy consumption efficiency due to improper angle during small or large earthquakes.

[0026] In this embodiment, both ends of the oblique damper 3 are connected by hinged nodes. This hinged connection, combined with the inverted V-shaped symmetrical arrangement, produces a synergistic force-bearing effect: On the one hand, the hinged nodes release the rotational constraints at the ends of the damper, ensuring that the damper maintains an axial force state during the column's swaying process, avoiding buckling of the damper or damage to the connection node due to additional bending moments generated by the rigid connection at the ends; on the other hand, the inverted V-shaped symmetrical arrangement ensures that when the column sways to either side, one damper is under tension and the other under compression. The tension and compression damping forces form a couple at the column connection point, with the direction of the couple opposite to the swaying direction of the column, thereby generating a restoring torque on the column's swaying and effectively suppressing the swaying amplitude. The hinged nodes ensure that the two dampers can deform independently without interfering with each other, enabling the stable realization of the aforementioned alternating tension and compression energy dissipation mechanism. If the hinge is changed to a rigid connection, the damper end will be subjected to an additional bending moment, which will not only reduce the axial energy dissipation efficiency of the damper, but may also lead to stress concentration in the node area, increasing the risk of connection failure. If the symmetrical arrangement is canceled and the damper is only set on one side, the above-mentioned restoring couple cannot be formed, and the suppression effect on reverse swaying is significantly reduced.

[0027] The oblique damper 3 can be either a viscous damper or a metallic yield-type damper. A viscous damper generates damping force through fluid flow in a throttling orifice; its damping force is related to the deformation rate and is suitable for dissipating seismic energy of different frequency components without altering the structure's stiffness characteristics. A metallic yield-type damper dissipates energy through the plastic deformation of the metallic material, offering advantages such as simple construction, low cost, and stable performance. In practical engineering, the appropriate damper type can be selected based on factors such as seismic design requirements, roof span, and support column height, and parameters such as the damping coefficient, yield force, or ultimate displacement of the damper can be determined through calculation.

[0028] The roof space frame 1 is supported by multiple roof support columns 2. Each roof support column 2 has symmetrically arranged oblique dampers 3 on both sides, and the lower end of each oblique damper 3 is hinged to a corresponding connecting beam 4. The damping units on the multiple roof support columns 2 work independently, each suppressing the swaying deformation of its corresponding column. Simultaneously, the overall spatial effect of the roof space frame 1 enables the damping units to work synergistically, forming a multi-point energy-dissipating damping system for the entire roof structure. This arrangement is suitable for large-span, multi-column supported public building roofs, effectively reducing the swaying response of each column under seismic loads, reducing the redistribution of internal forces in the roof space frame, and improving the overall seismic performance of the structure.

[0029] This embodiment provides a construction method for the above-mentioned column-side inverted V-shaped damping unit large-span roof structure, including the following steps: S1. Construct the main structural frame 5 and the connecting beam 4 at its top. Construct the main structural frame 5 according to the design drawings, and construct the connecting beam 4 at the top of the frame. The connecting beam 4 can be integrally cast with the main structural frame 5 or formed as a whole through rigid connection. During the construction of the connecting beam 4, pre-embed hinged node connectors or reserve connection holes at the lower connection position of the inclined damper 3.

[0030] S2. Install roof support column 2. Connect and fix the lower end of roof support column 2 to connecting beam 4. The connection method can be rigid or hinged, depending on the structural design requirements. Pre-weld or install hinged joint connectors at the upper connection position of the damper on the roof support column 2.

[0031] S3. Install the roof space frame 1. After the roof support columns 2 are installed, assemble and hoist the roof space frame 1, and connect and fix the roof space frame 1 to the upper end of the roof support columns 2.

[0032] S4. Install the inclined dampers 3. Arrange the inclined dampers 3 symmetrically on both sides of the roof support column 2 at the designed angle (30 to 60 degrees, preferably 40 to 50 degrees). Connect the upper end of each inclined damper 3 to the roof support column 2 via a hinged joint, and connect the lower end to the connecting beam 4 via a hinged joint, forming an inverted V-shaped damping unit. During installation, ensure that the dampers on both sides are symmetrically positioned to ensure that the dampers are in their initial design position and avoid initial bias pressure or tension.

[0033] S5. Adjust the damping unit. After the oblique damper 3 is installed, check the tightness of the hinge joints to ensure that each connection joint rotates flexibly and is not loose; perform performance adjustment on the damper, check the working status of the damper within the design displacement range, and ensure that the damper can perform its energy dissipation function normally.

[0034] Compared with the prior art, the present invention has the following beneficial technical effects: First, compared with the existing technology of setting energy dissipation rods inside the space frame, the present invention sets the damping unit on both sides of the roof support column 2, which does not occupy the internal space of the space frame, does not require replacement or modification of the space frame rods, and does not affect the original arrangement of the space frame rods and the force system. The damper can be installed after the space frame is installed, making the construction process flexible. Moreover, the damper is exposed on the side of the column, which is convenient for later inspection and maintenance.

[0035] Secondly, compared with the column top seismic isolation scheme, the present invention does not require the installation of a seismic isolation layer at the column top, does not change the force transmission path between the roof grid 1 and the roof support column 2, and the roof grid 1 is still directly supported on the connecting beam 4 and the main structural frame 5 through the roof support column 2. The vertical bearing system of the structure is clear, the construction is simple, the cost is low, and the impact on the overall structural design is small.

[0036] Third, compared with the energy dissipation scheme of the sway column itself, the present invention achieves energy dissipation by adding an oblique damper 3 to the side of the column, without the need to perform segmented hinge or variable cross-section processing on the column itself. The column structure is simple, the processing and construction difficulty is low, and the damper, as an independent component, can be flexibly selected and replaced as needed.

[0037] Fourth, this invention uses two oblique dampers 3 symmetrically arranged to form an inverted V-shaped damping unit, combined with a hinged connection at both ends. When the roof support column 2 sways, the dampers on both sides bear tension and compression respectively, forming a restoring couple opposite to the swaying direction. This cooperative force-bearing mechanism can effectively suppress the swaying amplitude of the column and improve vibration reduction efficiency. The hinged joint releases rotational constraints, ensuring that the damper is always axially stressed, avoiding additional bending moments that could damage the damper or joint, thus improving the reliability and durability of the damping unit.

[0038] Fifth, the angle between the oblique damper 3 and the horizontal direction is limited to 30 to 60 degrees (preferably 40 to 50 degrees) to ensure a reasonable ratio between the horizontal and vertical components of the damper, sufficient axial deformation of the damper, and continuous and stable energy dissipation throughout the entire swaying process of the column. This avoids the problems of insufficient horizontal stiffness due to an excessively small angle or insufficient horizontal component due to an excessively large angle.

[0039] The above are merely preferred embodiments of the present invention and are not intended to limit the implementation methods and protection scope of the present invention. Those skilled in the art should recognize that any equivalent substitutions and obvious changes made based on the description and illustrations of the present invention should be included within the protection scope of the present invention.

Claims

1. A large-span vibration-damping roof, characterized in that, The system includes a main structural frame, connecting beams, roof support columns, a roof space frame, and damping units. The connecting beams are located at the top of the main structural frame. The lower end of the roof support column is connected to the connecting beam, and the upper end is connected to the roof space frame. The damping unit includes two oblique dampers respectively located on both sides of the roof support column. The two oblique dampers are symmetrically arranged with respect to the roof support column. One end of each oblique damper is hinged to the roof support column, and the other end is hinged to the connecting beam. The two oblique dampers together form an inverted V-shaped damping unit with the opening facing downwards.

2. The large-span vibration-damping roof according to claim 1, characterized in that, The angle between the oblique damper and the horizontal direction is between 30 and 60 degrees.

3. The large-span vibration-damping roof according to claim 2, characterized in that, The angle between the oblique damper and the horizontal direction is between forty and fifty degrees.

4. The large-span vibration-damping roof according to claim 1, characterized in that, The oblique damper is a viscous damper or a metal yielding damper.

5. The large-span vibration-damping roof according to claim 1, characterized in that, The connection between the roof support column and the inclined damper forms a hinged joint.

6. The large-span vibration-damping roof according to claim 1, characterized in that, The connection between the connecting beam and the oblique damper forms a hinged joint.

7. The large-span vibration-damping roof according to claim 1, characterized in that, The connecting beam is the lower connecting component shared by the two inclined dampers.

8. The large-span vibration-damping roof according to claim 5 or 6, characterized in that, Both ends of the inclined damper are connected to the roof support column and the connecting beam respectively through the hinged nodes.

9. A construction method for a large-span vibration-damping roof based on any one of claims 1-8, characterized in that, Includes the following steps: S1, the main structural frame and the connecting beams at its top; S2. Install the roof support columns and connect the lower end of the roof support columns to the connecting beam; S3. Install the roof space frame and connect the roof space frame to the upper end of the roof support column; S4. Arrange oblique dampers symmetrically on both sides of the roof support column, and hinge the two ends of each oblique damper to the roof support column and the connecting beam respectively to form an inverted V-shaped damping unit. S5. Adjust the damping unit.

10. The construction method of the large-span vibration-damping roof according to claim 9, characterized in that, The oblique damper is installed at an angle of 30 to 60 degrees and is inclined to the horizontal direction. After installation, the hinge joint is tightened and the damper performance is adjusted.

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