Construction method of high-altitude super-large-span negative-curvature flexible steel roof structure

Abstract

The invention belongs to the technical field of building construction, and discloses a construction method of a high-altitude super-large-span negative-curvature flexible steel roof structure. Comprising the following steps that the periphery of a negative curvature flexible steel roof of a radial net structure formed by longitudinal main beams and transverse secondary beams is connected with four steel roof trusses of an east truss, a south truss, a west truss and a north truss correspondingly; the temporary supporting jig frame and the transverse main beam are used as temporary pulling knots; two transverse main beam supporting jig frames are installed, and positioning and splicing are conducted according to the distribution positions of transverse main beams; the transverse main beams are welded and spliced into a whole at the positions of the transverse main beam supporting jig frames; socket type expansion joints used for releasing deformation in the east-west direction are arranged on the transverse secondary beams at the ends of the south side and the north side of the longitudinal main beam. And after the longitudinal main beams and the transverse secondary beams of the roof are all installed, the jig frame unloading process is carried out, and the accurate and efficient installation process of the whole roof truss is completed. The whole unloading process can be precisely controlled, and construction safety is ensured.

Description

Technical Field

[0001] This invention belongs to the technical field of building construction, and more specifically relates to a construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure. Background Technology

[0002] With the diversification of building functions, the application of ultra-large span roof structures is becoming increasingly widespread. Under the premise of ensuring the stability of ultra-large span roof structures, how to effectively solve the precise control of the construction process and the release of structural stress deformation has become an urgent problem to be solved.

[0003] The high-altitude, ultra-large span, negative curvature flexible steel roof structure is a flexible steel roof structure capable of withstanding a certain degree of tensile deformation. This structural form fully utilizes the tensile properties of steel materials. By designing the overall downward natural deflection deformation and tensile fixing at both ends, it ensures the overall stability of the structure while maintaining its ultra-large span. Compared with traditional steel roof construction, this structural form presents significant challenges in construction, including the support of the ultra-large span main beam formwork, stress and strain release and synchronous control during formwork unloading, precise control of flexible hinged connection nodes, and temporary fixing of steel structure construction joints. Summary of the Invention

[0004] To address the shortcomings of the existing technologies, the present invention aims to provide a construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure. This method ensures structural stability and reliability, effectively releasing gravitational strain through overall micro-deformation under wind, snow, and seismic loads. It also enables precise control of the construction process and allows for slow, synchronous unloading, ensuring accurate and controllable unloading and thus guaranteeing construction safety.

[0005] To address the above problems, this invention proposes a construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure, comprising the following steps: S1. The negative curvature flexible steel roof, which is a radial mesh structure composed of longitudinal main beams and transverse secondary beams, is connected to four steel roof trusses on the four sides: east truss, south truss, west truss, and north truss. The longitudinal main beams are equipped with transverse main beams that are parallel to the transverse secondary beams. The longitudinal main beams are rigidly connected to the south and north trusses by welding, while the transverse main beams are connected to the east and west trusses by pin hinges. At the same time, three wind-resistant tie rods are installed on both sides of the transverse main beams to connect with the indoor concrete beam and slab structure. S2. Using three rows of temporary support frames and transverse main beams as temporary ties, the transverse main beams are installed first. The transverse main beams are divided into three sections and assembled at high altitude, with two transverse main beam support frames as temporary supports. After assembly, the two ends are temporarily tied to the east and west trusses. At this time, the two transverse main beam support frames are removed and reused in other locations. The longitudinal main beams are divided into five sections and connected by high-altitude assembly and welding, with temporary support frames and transverse main beams as temporary supports. During assembly, the assembly method is adopted from the middle to both ends to reduce the impact of welding deformation. After the longitudinal main beams and transverse secondary beams are assembled, the two ends of the longitudinal main beams are fixed to the south and north trusses. S3. First, install two transverse main beam support jigs. Position and assemble them according to the distribution of the transverse main beams. Install the spiral support components of the transverse main beam support jigs and adjust them according to the actual positioning height of the transverse main beams. Below the spiral support components is the cross bracket. The cross bracket is locked to the jig steel beam by a U-shaped buckle. The cross bracket can make fine adjustments to the longitudinal and transverse planes within the width range of the jig steel beam to correct the slight plane errors caused by the vertical height during the assembly of the transverse main beam support jigs. S4. The transverse main beam is welded and assembled into a whole at the position of the transverse main beam support frame. Hydraulic cylinder support plates are welded to the truss structural members that serve as the main structural members on the east and west sides. The hydraulic cylinder support plates are set on both sides of the first structural ear plate, which is directly welded to the truss structural member. Hydraulic cylinder support plates for installing lifting cylinders are welded to the hydraulic cylinder support plates. Lifting ear plates for tying and fixing steel cables are installed on the second structural ear plate, which is welded to the transverse main beam. The transverse main beam is temporarily tied to the east and west trusses by connecting steel cables through the lifting cylinder. After the temporary tie is completed, the two transverse main beam support frames are removed, and the transverse main beam support frames are reused in other positions. S5. A socket-type expansion joint is set in the middle of the transverse secondary beam at the north and south ends of the longitudinal main beam to release the deformation in the east-west direction. The socket-type expansion joint uses the connecting male and female joints to form a degree of freedom constraint except for the radial direction. S6. Repeat step S3 above, and position and assemble the jig according to the distribution of the longitudinal main beams, and complete the installation of the remaining three rows of temporary support jigs one by one. S7. After all the longitudinal main beams and transverse secondary beams of the roof are installed, the unloading process of the frame begins. During unloading, each frame is unloaded simultaneously. Each frame is operated by a dedicated person. Workers rotate the spiral support to unload the force and maintain the overall synchronous unloading rate. At the same time, stress and strain monitoring and roof truss deflection monitoring are carried out in conjunction with the unloading process. S8. After all the jigs have been unloaded and removed, the steel cable is lifted by the lifting cylinder to align the pin holes of the second structural ear plate with the pin holes of the first structural ear plate. Then, the pins are inserted for permanent fixation. At this point, the entire roof truss has been unloaded and deformed. At the same time, the cylinder support plate ear plate, cylinder support plate, and lifting ear plate attached to the structure are all cut and removed, completing the precise and efficient installation process of the entire roof truss.

[0006] Furthermore, in step S3, the top of the spiral support is a spherical support and a U-shaped support. The transverse main beam is placed directly in the U-shaped support to prevent it from sliding left and right. The support angle of the U-shaped support is adjusted by the spherical support until it is completely in line with the inclination angle of the transverse main beam. Then, the spiral support is adjusted to fully support the weight of the transverse main beam.

[0007] Preferably, in step S5, the end of the female connector is provided with a sealing plate to prevent the male connector from detaching. During the roof installation process, temporary bolts are added and cooperate with the bolt holes on the male connector to fix the male connector to the female connector, ensuring the overall stability during the roof installation process.

[0008] Furthermore, in step S2, eleven stress-strain monitoring points are evenly distributed at the support locations of the longitudinal and transverse main beams to monitor the changes in stress and strain of the steel structure in real time.

[0009] Preferably, the structure of the temporary support frame is the same as that of the transverse main beam support frame.

[0010] Based on the above, this invention will conduct an in-depth analysis of the key difficulties in the construction of high-altitude, ultra-large span, negative curvature flexible steel roof structures, and formulate technically reasonable and economically feasible measures in stages based on the actual conditions of the construction site. By designing a spiral support device for the formwork frame, the support height of the formwork frame can be infinitely adjusted to achieve precise control during the support and unloading process. At the same time, the spherical support on top of this device can be used to adjust the support angle at will, meeting the different support angle requirements of steel beams in different parts of the negative curvature roof, which is flexible and reliable.

[0011] Compared with the prior art, the construction method of the high-altitude ultra-large span negative curvature flexible steel roof structure of the present invention has at least the following beneficial effects: 1. The structure of the present invention is stable and reliable, and at the same time, it achieves the effective release of gravitational strain by the overall micro-deformation under wind and snow loads and seismic loads.

[0012] 2. The support frame of the present invention can realize synchronous fine adjustment of the plane position, height and angle of the support point, which facilitates the precise control of the construction process. At the same time, the unloading process can realize slow and synchronous unloading, realize the precise control of the entire unloading process, and ensure construction safety.

[0013] 3. The steel structure socket expansion joint of the present invention effectively solves the problems of stable connection during installation and stable release of overall structural deformation after unloading by adding simple temporary bolts.

[0014] 4. The temporary connection of the lifting cylinder and steel cable to the transverse main beam of the present invention greatly reduces the number of temporary support frames required during construction. At the same time, the overall deflection deformation of the steel structure roof truss is further reduced by stretching the steel cable during the unloading process after the structure is assembled.

[0015] 5. This invention, through the design of a steel structure socket-type expansion joint structure, combined with temporary bolts, can simultaneously achieve rigid connection during construction and effective release of deformation during unloading after construction. By designing a temporary tying device, temporary tying is achieved during the pin-hinged construction of the steel structure, allowing the transverse main beam to be supported in advance, saving the need for a row of temporary support frames. Simultaneously, this device allows for flexible adjustment of the pin position during unloading, and completes the overall structural locking after eliminating unloading deformation, effectively avoiding the impact of unloading deformation stress on the overall structural stress of large-span roof structures.

[0016] The above description is merely an overview of the technical solution of the present invention. In order to better understand the technical means of the present invention and to implement it in accordance with the contents of the specification, and to make the above and other objects, features and advantages of the present invention more apparent and understandable, the following detailed description is provided in conjunction with preferred embodiments and accompanying drawings. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings of the embodiments will be briefly described below.

[0018] Figure 1 This is a schematic diagram of the high-altitude, ultra-large span, negative curvature flexible steel roof structure of the present invention; Figure 2 This is a construction schematic diagram of the high-altitude ultra-large span negative curvature flexible steel roof structure of the present invention; Figure 3 This is an overall schematic diagram of the support frame of the present invention; Figure 4 This is a schematic diagram of the nodes of the supporting frame of the present invention; Figure 5 This is a schematic diagram of the temporary tie structure of the transverse main beam of the present invention; Figure 6 This is a schematic diagram of the socket-type expansion joint of the present invention; Figure 7 This is a schematic diagram showing the completion of the temporary tie-up and lifting of the transverse main beam according to the present invention.

[0019] In the diagram: 101-Longitudinal main beam; 102-Transverse secondary beam; 103-Transverse main beam; 104-East truss; 105-South truss; 106-West truss; 107-North truss; 108-Socket expansion joint; 109-Pin hinge point; 110-Wind-resistant cable; 111-Truss structural member; 112-Pin hole; 113-First structural ear plate; 114-Second structural ear plate; 115-Connecting female joint; 116-Connecting female joint; 117-Sealing plate; 201 - First row of temporary support frame; 202 - Second row of temporary support frame; 203 - Third row of temporary support frame; 204 - Transverse main beam support frame; 205 - Stress and strain monitoring point; 301-U-type buckle; 302-cross bracket; 303-screw support; 304-U-shaped support; 305-spherical support; 401-Lifting cylinder; 402-Cylinder support plate; 403-Cylinder support plate lug; 404-Steel cable; 405-Lifting lug; 501 - Temporary bolt; 502 - Bolt hole. Detailed Implementation

[0020] The specific embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which form part of this specification. The principles of the present invention will be illustrated through these embodiments, and other aspects, features and advantages of the present invention will become apparent from this detailed description.

[0021] like Figures 1 to 7 As shown, the construction method of the high-altitude ultra-large span negative curvature flexible steel roof structure of the present invention includes the following steps: Step 1, as follows Figure 1 As shown, the negative curvature flexible steel roof consists of a radial mesh structure formed by longitudinal main beams 101 and transverse secondary beams 102. It is connected to four steel roof trusses: east truss 104, south truss 105, west truss 106, and north truss 107. Transverse main beams 103, parallel to the transverse secondary beams 102, are mounted on the longitudinal main beams 101. The longitudinal main beams 101 are rigidly welded to the south truss 105 and north truss 107, while the transverse main beams 103 are connected to the east truss 104 and west truss 106 via pin hinge points 109. Three wind-resistant tie rods 110 are installed on each side of the transverse main beams 103 to connect them to the interior concrete beam and slab structure. The transverse secondary beams 102 on the north and south sides have socket-type expansion joints 108 in the middle to release east-west deformation.

[0022] Step 2, as follows Figure 2As shown, the entire construction process utilizes three rows of temporary support frames 201, 202, and 203, along with the transverse main beam 103, as temporary supports to ensure the overall stability of the flexible roof during construction. During installation, the transverse main beam 103 is installed first. Considering the load capacity of the lifting equipment, the transverse main beam 103 is divided into three sections for high-altitude assembly. Two transverse main beam support frames 204 are required as temporary supports. After assembly, both ends are temporarily secured to the east truss 104 and west truss 106. At this point, the two transverse main beam support frames 204 are removed and reused in other locations. The longitudinal main beam 101 is divided into five segments and connected as a whole using a high-altitude, piecemeal welding method. Temporary support frames 201, 202, and 203, along with the transverse main beam 103, serve as temporary supports. During assembly, a method from the middle outwards is adopted to reduce the impact of welding deformation. After the longitudinal main beam 101 and the transverse secondary beam 102 are assembled, both ends of the longitudinal main beam 101 are fixed to the south truss 105 and the north truss 107. To ensure the stability and reliability of the entire process, eleven stress-strain monitoring points 205 are evenly distributed at the support locations of the longitudinal main beam 101 and the transverse main beam 103 to monitor changes in the stress and strain of the steel structure in real time, providing reliable safety warnings during construction.

[0023] Step 3, as follows Figure 3 As shown, first, two transverse main beam support frames 204 are installed. They are then positioned and assembled according to the distribution of the transverse main beams 103. The spiral support components 303 of the transverse main beam support frames 204 are then installed. The spiral support components 303 are infinitely adjustable and can be adjusted according to the actual positioning height of the transverse main beams 103. Below the spiral support components 303 is a cross bracket 302, which is locked to the frame steel beam via a U-shaped buckle 301. The cross bracket 302 can achieve fine-tuning of the longitudinal and transverse planes within the width range of the frame steel beam, correcting minor planar errors caused by the vertical height during the assembly of the transverse main beam support frame 204. The roof has a negative curvature structure, such as... Figure 4 As shown, the top of the spiral support 303 consists of a spherical support 305 and a U-shaped support 304. The transverse main beam 103 is placed directly in the U-shaped support 304 to prevent it from sliding left and right. The support angle of the U-shaped support 304 can be adjusted at will through the spherical support 305 until it is completely in contact with the inclination angle of the transverse main beam 103. Then, the spiral support 303 is adjusted to fully support the weight of the transverse main beam 103.

[0024] Step 4: The transverse main beam 103 is welded and assembled at the position of the transverse main beam support frame 204 to form a whole. Temporary ties are used. Figure 5The device is completed as follows: Hydraulic cylinder support plates 403 are welded to the truss structural members 111, which serve as the main structural members on the east and west sides. The hydraulic cylinder support plates 403 are located on both sides of the first structural ear plate 113, which is directly welded to the truss structural member 111. Hydraulic cylinder support plates 402 are welded to the hydraulic cylinder support plates 403 for mounting the lifting cylinder 401. Similarly, lifting ear plates 405 are installed on the second structural ear plate 114 of the flexible steel roof for securing the steel cable 404. The second structural ear plate 114 is welded to the transverse main beam 103. The transverse main beam 103 is temporarily secured to the east truss 104 and west truss 106 by connecting the lifting cylinder 401 and the steel cable 404. After the temporary connection is completed, the two transverse main beam support frames 204 can be removed and reused in other locations.

[0025] Step 5, as follows Figure 6 As shown, a socket-type expansion joint 108 is provided at the position of the transverse secondary beam 102 at the north and south ends of the longitudinal main beam 101. The socket-type expansion joint 108 forms a degree of freedom constraint except for the radial direction by connecting male and female joints 115 and connecting female joint 116. The end of the connecting female joint 116 is provided with a sealing plate 117 to prevent the connecting male joint 115 from detaching. During the roof installation process, temporary bolts 501 are added and cooperate with the bolt holes 502 on the connecting male joint 115 to fix the connecting male joint 115 and connecting female joint 116 to ensure the overall stability during the roof installation process.

[0026] Step 6: Repeat step 3 above, and assemble the temporary support frames according to the distribution position of the longitudinal main beam 101, and complete the installation of the remaining three rows of temporary support frames 201, 202, and 203 one by one. The structure of the three rows of temporary support frames 201, 202, and 203 is the same as the structure of the transverse main beam support frame 204.

[0027] Step 7: After all the longitudinal main beams 101 and transverse secondary beams 102 of the roof are installed, Figure 6 The temporary bolt 501 is removed to release the longitudinal constraint, and the unloading process of the jig begins. During unloading, each jig is unloaded simultaneously. Each jig is operated by a designated person, and workers rotate the spiral support 303 to relieve the force and maintain the overall synchronous unloading rate. At the same time, stress and strain monitoring and roof truss deflection monitoring are carried out in conjunction with the unloading process, and the values ​​are compared and analyzed with computer simulation values ​​in real time. If excessive local deformation is found, the unloading force of the relevant jig can be adjusted immediately to achieve precise control of the entire unloading process.

[0028] Step 8: After all the jigs have been unloaded and removed, as follows: Figure 7As shown, the lifting cylinder 401 drives the steel cable 404 to perform a lifting motion, completely aligning the pin hole 112 of the second structural ear plate 114 with the pin hole 112 of the first structural ear plate. Then, the pin is inserted for permanent fixation, at which point the entire roof truss has been completely unloaded and deformed. The pin hinge point 109 is a temporary connection to the permanent structural node formed by inserting the pin into the pin hole 112 after the lifting is completed. At the same time, the cylinder support plate ear plate 403, cylinder support plate 402, and lifting ear plate 405 attached to the structure are all cut and removed, completing the precise and efficient installation process of the entire roof truss.

[0029] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any transformations or substitutions that can be understood by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of the present invention.

Claims

1. A construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure, characterized in that, Includes the following steps: S1. The radial mesh structure of the negative curvature flexible steel roof, which is composed of longitudinal main beams (101) and transverse secondary beams (102), is connected to four steel roof trusses: east truss (104), south truss (105), west truss (106), and north truss (107) on all four sides. The longitudinal main beam (101) is provided with transverse main beams (103) that are parallel to the transverse secondary beams (102). The longitudinal main beam (101) is rigidly connected to the south truss (105) and north truss (107) by welded connection. The transverse main beam (103) is connected to the east truss (104) and west truss (106) through pin hinge points (109). At the same time, the transverse main beam (103) is provided with three wind-resistant tie rods (110) on both sides to tie to the indoor concrete beam and slab structure. S2. Using three rows of temporary support frames (201, 202, 203) and the transverse main beam (103) as temporary ties, the transverse main beam (103) is installed first during installation. The transverse main beam (103) is divided into three sections for high-altitude assembly and installation, with two transverse main beam support frames (204) as temporary supports. After assembly, the two ends are temporarily tied to the east truss (104) and the west truss (106). At this time, the two transverse main beam support frames (204) are removed and reused. Other positions are used; the longitudinal main beam (101) is divided into five sections and connected by high-altitude assembly and welding. It is used in conjunction with temporary support frames (201, 202, 203) and transverse main beam (103) as temporary supports. During assembly, the assembly method from the middle to both ends is adopted to reduce the impact of welding deformation. After the longitudinal main beam (101) and transverse secondary beam (102) are assembled, the two ends of the longitudinal main beam (101) are fixed to the south truss (105) and the north truss (107). S3. First, install two transverse main beam support frames (204). Position and assemble them according to the distribution of the transverse main beams (103). Install the spiral support component (303) of the transverse main beam support frame (204). Adjust it according to the actual positioning height of the transverse main beams (103). Below the spiral support component (303) is the cross bracket (302). The cross bracket (302) is locked to the frame steel beam through the U-shaped buckle (301). The cross bracket (302) can achieve longitudinal and transverse plane fine adjustment within the width range of the frame steel beam to correct the slight plane error caused by the vertical height during the assembly process of the transverse main beam support frame (204). S4. The transverse main beam (103) is welded and assembled at the position of the transverse main beam support frame (204) to form a whole. The cylinder support plate ear plate (403) is welded on the truss structural rod (111) which serves as the main structural rod on the east and west sides. The cylinder support plate ear plate (403) is set on both sides of the first structural ear plate (113). The first structural ear plate (113) is directly welded to the truss structural rod (111). The cylinder support plate (403) for installing the lifting cylinder (401) is welded on the cylinder support plate ear plate (403). 2) Install a lifting lug (405) on the second structural lug (114) for tying and fixing the steel cable (404). The second structural lug (114) is welded to the transverse main beam (103). The steel cable (404) is connected by the lifting cylinder (401) to fix the transverse main beam (103) with the east truss (104) and the west truss (106) to form a temporary tie. After the temporary tie is completed, the two transverse main beam support frames (204) are removed and the transverse main beam support frames (204) are reused in other positions. S5. A socket-type expansion joint (108) for releasing east-west deformation is set in the middle of the transverse secondary beam (102) at the north and south ends of the longitudinal main beam (101). The socket-type expansion joint (108) uses the connecting female joint (115) and the connecting female joint (116) to form a degree of freedom constraint except for the radial direction. S6. Repeat step S3 above, and assemble the jig according to the distribution position of the longitudinal main beam (101), and complete the installation of the remaining three rows of temporary support jigs (201, 202, 203) one by one. S7. After all the longitudinal main beams (101) and transverse secondary beams (102) of the roof are installed, the unloading process of the frame begins. During unloading, each frame is unloaded simultaneously. Each frame is operated by a dedicated person. Workers rotate the spiral support (303) to unload the force and maintain the overall synchronous unloading rate. At the same time, stress and strain monitoring and roof truss deflection monitoring are carried out during the unloading process. S8. After all the jigs have been unloaded and removed, the steel cable (404) is lifted by the lifting cylinder (401) to make the pin hole (112) of the second structural ear plate (114) completely aligned with the pin hole (112) of the first structural ear plate. Then the pin is inserted for permanent fixation. At this time, the entire roof truss has been completely unloaded and deformed. At the same time, the cylinder support plate ear plate (403), cylinder support plate (402), and lifting ear plate (405) attached to the structure are all cut and removed to complete the precise and efficient installation process of the entire roof truss.

2. The construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure according to claim 1, characterized in that: In step S3, the top of the spiral support (303) is a spherical support (305) and a U-shaped support (304). The transverse main beam (103) is placed directly in the U-shaped support (304) to prevent it from sliding left and right. The support angle of the U-shaped support (304) is adjusted by the spherical support (305) until it is completely in contact with the tilt angle of the transverse main beam (103). Then the spiral support (303) is adjusted to fully support the weight of the transverse main beam (103).

3. The construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure according to claim 1, characterized in that: In step S5, the end of the female connector (116) is provided with a sealing plate (117) to prevent the male connector (115) from detaching. During the roof installation process, temporary bolts (501) are added and cooperate with the bolt holes (502) on the male connector (115) to fix the male connector (115) and the female connector (116) in place, so as to ensure the overall stability during the roof installation process.

4. The construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure according to claim 1, characterized in that: In step S2, eleven stress-strain monitoring points (205) are evenly distributed at the support parts of the longitudinal main beam (101) and the transverse main beam (103) to monitor the changes in stress and strain of the steel structure in real time.

5. The construction method for a high-altitude, ultra-large span, negative curvature flexible steel roof structure according to claim 1, characterized in that: The temporary support frames (201, 202, 203) have the same structure as the transverse main beam support frame (204).

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