CN-121992880-A - Construction method of high-altitude ultra-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 ultra-large-span negative curvature flexible steel roof structure, which comprises 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 respectively connected with four steel roof frames of an east truss, a south truss, a west truss and a north truss; the method comprises the steps of taking a temporary supporting jig frame and a transverse girder as temporary drawknots, installing two transverse girder supporting jigs, carrying out positioning assembly according to the distribution positions of the transverse girders, welding and assembling the transverse girders at the positions of the transverse girder supporting jigs to form a whole, arranging socket expansion joints used for releasing deformation in the east-west direction on transverse secondary girders at the ends of the south side and the north side of a longitudinal girder, and carrying out a jig unloading process after the installation of the longitudinal girders and the transverse secondary girders of a roof is completed, so as to finish the accurate and efficient installation process of the whole roof truss. The invention can realize the accurate and controllable whole unloading process and ensure the construction safety.

Inventors

• CAI YONG
• WANG HUI
• HU WENTING
• ZHOU CONG
• LU KAILI
• ZHANG JIAXING
• JIANG JUN
• FANG ZHENGANG
• LU TONG
• WANG SHUAI
• DU ZHENDONG
• LIN SI
• WU FAN
• XU WEI

Assignees

• 武汉建工集团股份有限公司

Dates

Publication Date

20260508

Application Date

20260306

Claims (5)

1. 1. The construction method of the high-altitude ultra-large-span negative-curvature flexible steel roof structure is characterized by comprising the following steps of: S1, connecting four steel roof trusses of an east truss (104), a south truss (105), a west truss (106) and a north truss (107) respectively around a negative curvature flexible steel roof of a radial net structure formed by longitudinal girders (101) and transverse secondary girders (102), wherein the longitudinal girders (101) are provided with transverse girders (103) parallel to the transverse secondary girders (102), the longitudinal girders (101) are in welding rigid connection with the south truss (105) and the north truss (107), the transverse girders (103) are connected with the east truss (104) and the west truss (106) through pin shaft hinge points (109), and simultaneously, the transverse girders (103) are respectively provided with three wind-resistant zippers (110) on two sides to be in drawknot with an indoor concrete girder structure; S2, taking three rows of temporary support jig frames (201, 202 and 203) and a transverse girder (103) as temporary drawknots, firstly installing the transverse girder (103) when installing, dividing the transverse girder (103) into three sections for high-altitude split installation, matching with two transverse girder support jig frames (204) to serve as temporary supports, fixing two ends of the assembled transverse girder support jig frames (204) on an east truss (104) and a west truss (106) by adopting temporary drawknots, dismantling other positions of the two transverse girder support jig frames (204) at the moment, cutting the longitudinal girder (101) into five sections, connecting the whole by adopting a high-altitude split welding mode, matching with the temporary support jig frames (201, 202 and 203) and the transverse girder (103) to serve as temporary supports, reducing the influence caused by welding deformation in a split welding mode from the middle to two ends when assembling, and fixing two ends of the longitudinal girder (101) and the transverse girder (102) with a south truss (105) and a north truss (107) after assembling is completed; S3, firstly, installing two transverse girder supporting jig frames (204), carrying out positioning assembly according to the distribution position of the transverse girders (103), installing a spiral supporting piece (303) of the transverse girder supporting jig frames (204), adjusting according to the positioning height of the actual transverse girders (103), wherein a cross bracket (302) is arranged below the spiral supporting piece (303), the cross bracket (302) is locked with a jig frame steel beam through a U-shaped buckle (301), and the cross bracket (302) realizes fine adjustment of a longitudinal plane and a transverse plane in the width range of the jig frame steel beam, and corrects fine plane errors caused by the vertical height of the transverse girder supporting jig frames (204) in the assembly process; S4, welding and assembling the transverse girders (103) at the positions of the transverse girder supporting jig frames (204) to form a whole, welding oil cylinder supporting lug plates (403) on truss structure rods (111) serving as main structure rods at the two sides of things, wherein the oil cylinder supporting lug plates (403) are arranged at the two sides of a first structure lug plate (113), the first structure lug plates (113) are directly welded on the truss structure rods (111), oil cylinder supporting lugs (402) for installing lifting oil cylinders (401) are welded on the oil cylinder supporting lug plates (403), lug plates (405) for fastening fixed steel cables (404) are installed on second structure lug plates (114), the second structure lug plates (114) are welded on the transverse girders (103), the steel cables (404) are connected through the lifting oil cylinders (401), the transverse girders (103), the east girders (104) and the west girders (106) are fixed to form temporary drawknots, and after the temporary drawknots are completed, the two transverse girder supporting jig frames (204) are removed, and the transverse girder supporting jig frames (204) are turned to other positions for use; s5, a socket expansion joint (108) for releasing deformation in the east-west direction is arranged at the middle part of a transverse secondary beam (102) at the south side end part and the north side end part of a longitudinal main beam (101), and the socket expansion joint (108) adopts a connection sub-port (115) and a connection main port (116) to form degree-of-freedom constraint except the radial direction; S6, repeating the step S3, and carrying out jig frame positioning assembly according to the distribution position of the longitudinal main beams (101) to finish the installation of the remaining three rows of temporary support jig frames (201, 202 and 203) one by one; S7, after all the longitudinal girders (101) and the transverse secondary girders (102) of the roof are installed, starting to carry out a jig unloading process, wherein each jig adopts a principle of synchronous unloading at the same time during unloading, each jig is operated by a special person, a worker rotates a spiral supporting piece (303) to unload force, the whole synchronous rate unloading is maintained, and simultaneously, the stress strain monitoring and the roof truss deflection monitoring are matched during the unloading process; S8, after unloading and dismantling of all the moulding bed are completed, the steel cable (404) is driven to do lifting motion through the jacking oil cylinder (401), pin shaft holes (112) of the second structure lug plates (114) are completely aligned with pin shaft holes (112) of the first structure lug plates, then pins are plugged into the pin shaft holes to be permanently fixed, at the moment, the whole roof truss is completely unloaded and deformed, and meanwhile, the oil cylinder supporting plate lug plates (403), the oil cylinder supporting plate (402) and the lifting lug plates (405) attached to the structure are completely cut and dismantled, so that the accurate and efficient installation process of the whole roof truss is completed.
2. 2. The construction method of the high-altitude ultra-large-span negative-curvature flexible steel roof structure according to claim 1, wherein in the step S3, the top of the spiral supporting piece (303) is provided with a spherical supporting seat (305) and a U-shaped supporting seat (304), the transverse girder (103) is directly placed in the U-shaped supporting seat (304) to prevent left and right sliding, the supporting angle of the U-shaped supporting seat (304) is adjusted through the spherical supporting seat (305) until the supporting angle is completely attached to the inclined angle of the transverse girder (103), and then the weight of the transverse girder (103) is completely supported by the spiral supporting piece (303).
3. 3. The construction method of the high-altitude ultra-large-span negative-curvature flexible steel roof structure according to claim 1, wherein in the step S5, the end part of the connection female port (116) is provided with a plugging plate (117) for preventing the connection sub port (115) from disconnecting, a temporary bolt (501) is added in the roof installation process and is matched with the bolt hole (502) on the connection sub port (115) to fixedly connect the connection sub port (115) with the connection female port (116), so that the integral stability in the roof installation process is ensured.
4. 4. The construction method of the high-altitude ultra-large-span negative-curvature flexible steel roof structure according to claim 1, wherein in the step S2, eleven stress-strain monitoring points (205) are uniformly distributed at the supporting positions of the longitudinal girder (101) and the transverse girder (103) and used for monitoring the change of the stress-strain of the steel structure in real time.
5. 5. The construction method of the high-altitude ultra-large-span negative-curvature flexible steel roof structure according to claim 1, wherein the temporary support jig (201, 202, 203) has the same structure as the transverse girder support jig (204).

Description

Construction method of high-altitude ultra-large-span negative-curvature flexible steel roof structure Technical Field The invention belongs to the technical field of building construction, and particularly relates to a construction method of a high-altitude ultra-large-span negative-curvature flexible steel roof structure. Background Along with the diversified demands of building functions, the ultra-large span roof structure is gradually widely applied, and on the premise of ensuring the stability of the ultra-large span roof structure, how to effectively solve the problems of accurate control and structural stress deformation release in the construction process become the current urgent need to be solved. The high-altitude ultra-large span negative curvature flexible steel roof structure is a flexible steel roof structure capable of bearing certain tensile deformation, the structural form fully utilizes the tensile property of steel structural materials, and is a structural form of stretching and fixing at two ends through design of downward natural deflection deformation, so that the whole stable stress of the structure is ensured while the ultra-large span is ensured, and compared with the traditional steel structure roof construction, the structural form is heavy and difficult in the construction process in the process of supporting a girder bed-jig of the ultra-large span, releasing and synchronously controlling the stress and strain in the unloading process of the bed-jig, precisely controlling a flexible hinge connection node and temporarily fixing a steel structure construction joint. Disclosure of Invention Aiming at the defects existing in the prior art, the technical problem to be solved by the invention is to provide a construction method of a high-altitude ultra-large-span negative-curvature flexible steel roof structure, which is stable and reliable in structure, realizes the effective release effect of integral micro deformation on gravitational strain under the conditions of wind and snow load and earthquake load, realizes the fine control of the construction process, simultaneously realizes slow synchronous unloading in the unloading process, realizes the accurate and controllable whole unloading process, and ensures the construction safety. Aiming at the problems, the invention provides a construction method of a high-altitude ultra-large-span negative-curvature flexible steel roof structure, which comprises the following steps: S1, connecting the periphery of a negative curvature flexible steel roof of a radial net structure formed by longitudinal girders and transverse secondary girders with four steel roof trusses of an east girder, a south girder, a west girder and a north girder respectively, wherein the longitudinal girders are provided with transverse girders parallel to the transverse secondary girders; s2, taking three rows of temporary support jig frames and transverse girders as temporary drawknots, firstly installing the transverse girders, performing high-altitude split installation on the transverse girders by dividing the transverse girders into three sections, taking the two transverse girders as temporary supports, fixing two ends of the assembled transverse girders on an east truss and a west truss by adopting temporary drawknots, dismantling the two transverse girder support jig frames and using other positions, dividing the longitudinal girders into five sections, connecting the five sections into a whole by adopting a high-altitude split welding mode, taking the temporary support jig frames and the transverse girders as temporary supports, reducing the influence caused by welding deformation by adopting an assembly mode from the middle to the two ends when assembling, and fixing the two ends of the longitudinal girders with a south truss and a north truss after the longitudinal girders and the transverse secondary girders are assembled; s3, firstly, installing two transverse girder supporting jig frames, carrying out positioning assembly according to the distribution positions of the transverse girders, installing a spiral supporting piece of the transverse girder supporting jig frames, adjusting according to the positioning height of the actual transverse girders, wherein a cross bracket is arranged below the spiral supporting piece, locking the cross bracket with a jig frame steel beam through a U-shaped buckle, and carrying out fine adjustment on a longitudinal plane and a transverse plane within the width range of the jig frame steel beam by the cross bracket to correct fine plane errors caused by the vertical height of the transverse girder supporting jig frame assembly process; S4, welding and assembling the transverse girders at the positions of the transverse girder supporting jig frames to form a whole, welding oil cylinder supporting jig plates on truss structure rods serving as main structure rods at the two sides of things, arranging the oil cylinder supp