Modular full-assembly variable rigidity composite cable dome structure system and construction method

Abstract

The present application relates to the technical field of civil engineering, and more particularly to a modular full-assembly variable stiffness composite cable dome structure system and a construction method, the dome structure system comprising an upper variable stiffness net shell structure and a lower flexible cable strut structure; the upper variable stiffness net shell structure and the lower flexible cable strut structure are used for bearing vertical load and coordinating deformation of the structure, while controlling vibration of the structure; the upper variable stiffness net shell structure and the lower flexible cable strut structure realize mechanical cooperation through hinged nodes. The modular full-assembly variable stiffness composite cable dome structure system provided by the present application can realize standardized design, industrialized production, modular construction and efficient assembly, and meets mainstream development requirements of the construction industry.

Description

Technical Field

[0001] This invention relates to the field of civil engineering technology, and in particular to a modular, fully assembled, variable stiffness composite cable dome structure system and its construction method. Background Technology

[0002] The innovation and application of large-span spatial steel structure systems in major engineering projects are significant indicators of a country's modernization level in the construction industry and its overall national strength. These systems are commonly used in public buildings such as large-span stadiums, museums, and exhibition halls. Currently, large-span spatial steel structures lack a modular, fully assembled system, resulting in numerous nodes, extensive welding, difficult construction, and high costs. Traditional cable-stayed dome structures suffer from sensitivity to asymmetric loads, low structural bearing capacity, complex construction, and significant susceptibility to seismic or wind-induced vibrations, making structural vibration control impossible. Furthermore, they suffer from low construction efficiency, poor seismic performance, poor structural disassembly, inability to rebuild in different locations, poor reversibility, and are not conducive to the intelligent construction of large-span steel structures. Summary of the Invention

[0003] The purpose of this invention is to provide a modular, fully assembled, variable stiffness composite cable dome structure system and construction method to solve at least one technical problem existing in the prior art.

[0004] To solve the above-mentioned technical problems, the present invention provides a modular fully assembled variable stiffness composite cable dome structure system, including an upper variable stiffness reticulated shell structure and a lower flexible cable support structure. The upper variable stiffness reticulated shell structure and the lower flexible cable-stayed structure are used to bear vertical loads and coordinate overall deformation, while controlling structural vibration. The upper variable stiffness reticulated shell structure and the lower flexible cable-stayed structure achieve mechanical synergy through hinged joints.

[0005] Furthermore, the upper variable stiffness reticulated shell structure includes a rigid reticulated shell module and a connecting module; The various parts of the rigid reticulated shell module are connected by the connecting module to form an overall spatial force-bearing system.

[0006] Furthermore, the rigid mesh shell module includes a first outer ring rigid mesh shell module, a second outer ring rigid mesh shell module, and a central rigid mesh shell module; The central rigid mesh shell module is located at the center, and the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module are arranged alternately around the central rigid mesh shell module.

[0007] Furthermore, the connection module includes a first connection module and a second connection module; The first connecting module is disposed between the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module and is connected thereto; The second connecting module is disposed between the first outer ring rigid mesh shell module and the central rigid mesh shell module, and between the second outer ring rigid mesh shell module and the central rigid mesh shell module, and is connected thereto.

[0008] Furthermore, the central rigid reticulated shell module includes a central cylinder, a steel pipe support, and a variable stiffness node connection part; The central cylinder includes a central tension ring and a connecting steel column; Two central tension rings are provided longitudinally, and the connecting steel columns are evenly distributed between the two central tension rings along the circumferential direction and are integrally connected to form a stable three-dimensional force transmission path; The steel pipe support is fixedly connected to the central tension ring located at the upper part; The steel pipe support includes a first steel pipe and a second steel pipe; One end of the first steel pipe is fixedly connected to the central tension ring located at the top, and the other end extends outward in a radial direction; Multiple first steel pipes are evenly distributed radially, and their ends are fixedly connected to second steel pipes. Multiple second steel pipes are arranged in a polygonal pattern, with each second steel pipe having its two ends fixed to the ends of two adjacent first steel pipes, together forming a central rigid support frame; The variable stiffness node connection is located at the intersection of the first steel pipe and the second steel pipe and extends away from the central tension ring.

[0009] Furthermore, the first outer ring rigid mesh shell module includes a first outer frame, a first inner support, and a first outer connecting joint; The first outer frame and the first inner support are integrally connected; The first outer frame is a portal frame made of steel pipes, and the first inner support is a diamond grid structure made of steel pipes. The first external connector is disposed on the first outer frame.

[0010] Furthermore, the second outer ring rigid mesh shell module includes a second outer frame, a second inner support, and a second outer connecting joint; The second outer frame and the second inner support are integrally connected; The second outer frame is a portal frame made of steel pipes, and the second inner support is a cross-shaped grid structure made of steel pipes. The second external connector is disposed on the second outer frame.

[0011] Furthermore, the first connection module is composed of multiple first cable-coupled pressure bar composite members, and each of the first cable-coupled pressure bar composite members is connected at both ends to the first external connection joint and the second external connection joint, respectively; The second connection module is composed of multiple second cable-coupled compression bar composite members. One end of each second cable-coupled compression bar composite member is connected to the first external connection joint or the second external connection joint, and the other end is connected to the variable stiffness node connection part.

[0012] Furthermore, the lower flexible cable support structure includes struts, diagonal cables, and ring cables; The struts, inclined cables, and ring cables are hinged together to form a spatial tension balance system.

[0013] Furthermore, the lower flexible cable support structure is a multi-layer structure, with each layer including a ring cable. The center point of each ring cable is located on the same vertical axis. The diameter increases from the inner layer to the outer layer, and the height decreases from the outer layer, forming a stepped tension distribution pattern from the inside out and from high to low.

[0014] Furthermore, the strut is divided into multiple loops, and the number of loop cable layers corresponds to the number of loops in the strut. The end of each loop of the strut is connected to the corresponding loop cable.

[0015] Furthermore, the innermost support rod is an adjustable support rod; The lower end of the adjustable strut is connected to the innermost ring cable, and the upper end is connected to the central rigid mesh shell module.

[0016] Furthermore, the struts that are not the innermost layer are fixed struts; The lower end of the strut that is not the innermost layer is hinged to the corresponding ring cable, and the upper end is hinged to the first outer ring rigid mesh shell module or the second outer ring rigid mesh shell module.

[0017] Furthermore, between two adjacent layers, a diagonal cable is provided between the upper end of the outer layer's support rod and the lower end of the inner layer's support rod; An inclined cable is installed between the upper end of the innermost support rod and the lower end of the central rigid mesh shell module; The lower end of the outermost strut is connected to the first outer connecting joint and the second outer connecting joint of the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module by a diagonal cable.

[0018] Furthermore, the adjustable strut includes a first seamless round steel tube, an adjusting sleeve, a first U-shaped lug, and a first pin. The first seamless round steel pipe and the adjusting sleeve are precisely fitted by positive and negative threads. Rotating the adjusting sleeve can precisely extend and retract the first seamless round steel pipe along the axial direction. The first U-shaped ear plate is fixedly connected to the end of the first seamless round steel pipe, and the first pin is inserted into the pin hole of the first U-shaped ear plate for hinged force transmission.

[0019] Furthermore, the adjustable strut includes a helical sleeve, a first piston sleeve, a second piston sleeve, a first strut piston, a second strut piston, and a built-in spring; The first piston sleeve and the second piston sleeve are respectively sleeved on the first strut piston and the second strut piston; The first strut piston and the second strut piston extend out of the first piston sleeve and the second piston sleeve at both ends; The ends of the first strut piston and the second strut piston, which are far apart from each other, are fixedly provided with first U-shaped lugs for hinged force transmission; The ends of the first strut piston and the second strut piston that are close to each other are fixedly provided with end sleeves; One end of the end sleeve is fitted onto the first or second support piston, and the other end extends out. The two ends of the built-in spring abut against the first support rod piston and the second support rod piston, respectively. Under normal circumstances, there is a gap between the two end sleeves, but when the spring is compressed, the two end sleeves come closer to each other until they abut against each other. The outer diameter of the end sleeve is larger than the inner diameter of the first piston sleeve and the second piston sleeve, thereby preventing the first piston sleeve or the second piston sleeve from slipping off the first strut piston or the second strut piston. The first piston sleeve and the second piston sleeve are provided with external threads; The spiral sleeve is provided with internal threads, and the first piston sleeve and the second piston sleeve are respectively provided at both ends of the respective spiral sleeve by threaded connection.

[0020] Furthermore, the end of the variable stiffness node connection is provided with a first flange and a sliding double lug plate; One side of the first flange is welded and fixed to the main body of the variable stiffness node connection part, and the other side is welded with a sliding double lug plate; The sliding double ear plate is provided with a sliding through groove and a first fixing hole; Both the first cable-coupled compression member and the second cable-coupled compression member are provided with a second flange and a single lug plate at their ends; One side of the second flange is connected to the main body of the first cable-coupled pressure bar or the second cable-coupled pressure bar composite member, and a single lug plate is welded to the other side. During installation, the single ear plate is inserted between the two plates of the sliding double ear plate, and the distance between the two plates of the sliding double ear plate is matched with the thickness of the single ear plate; The single ear plate is provided with a second fixing hole and a third fixing hole; After the second fixing hole is aligned with the first fixing hole, the fixing pin is inserted. After the third fixing hole is aligned with the sliding through groove, a high-strength bolt is inserted. The first flange and the second flange are anchored together by anchor bolts.

[0021] Furthermore, both the first cable-coupled compression member and the second cable-coupled compression member are equipped with cables. The two ends of the cable pass through the two second flanges at both ends and are anchored to the outside of the second flanges.

[0022] Furthermore, both the first cable-coupled pressure bar composite member and the second cable-coupled pressure bar composite member are hollow structures. A steel cylinder is integrally provided on the side of the second flange away from the single lug plate. The steel cylinder is sleeved on the outer wall of the first cable-coupled pressure bar composite member or the second cable-coupled pressure bar composite member to form a coaxial constraint structure.

[0023] Furthermore, the sliding groove is arc-shaped, with its center at the center of the first fixing hole.

[0024] Furthermore, the sliding groove includes a smooth section, an ascending section, and a descending section, with three sections forming a continuous transition; The distance between the outermost edges of the two ear plates in the smooth section remains constant to ensure that the high-strength bolts are subjected to uniform force during displacement. The rising segment is tangent to the smooth segment on one side and to the falling segment on the other side; The rising section starts from one end near the smooth section and gradually rises along the arc direction. The thickness between the outermost edges of the two ear plates gradually increases. During the movement, the two ends of the high-strength bolt are pushed outward, which increases the fastening friction. The descending section begins at the end of the ascending section and gradually decreases along the arc direction to the same thickness as the smooth section, ensuring that the high-strength bolts have reduced axial tension when the displacement deviation is large, thus avoiding the risk of breakage.

[0025] Furthermore, the sliding channel includes a free movement zone, a shock absorption and energy dissipation zone, and a damage guidance zone; The free-moving area corresponds to the smooth section, and the width of the sliding groove matches the diameter of the high-strength bolt, allowing the node to slide freely within a preset range; The vibration damping and energy dissipation zone corresponds to the rising section. The inner wall of the sliding groove is provided with a high friction coefficient wear-resistant coating. When the high-strength bolt moves in this section, it generates controllable sliding friction, which effectively dissipates the energy of earthquakes or wind vibrations. The destruction guidance zone corresponds to the descending section, where the width of the sliding groove gradually narrows to less than the diameter of the high-strength bolt. This forces the high-strength bolt to squeeze the inner wall of the groove and induce local deformation of the inner wall of the sliding groove as it continues to move, thereby converting excess energy into plastic deformation work.

[0026] On the other hand, this application also discloses a construction method for a modular, fully assembled, variable stiffness composite cable dome structure system, including the following steps: S1: Manufacturing the various components of the rigid reticulated shell module; S2: Create the connection module; S3: Make the strut; S4: Construct the inclined cable and the ring cable; Both the inclined cables and the ring cables are cut to a fixed length according to the design length, with the ring cables serving as the active cables for structural tensioning and forming. S5: Assemble the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module with the corresponding support rods and inclined cables to form an outer ring assembly module; S6: Use hoisting equipment to hoist the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module to the designated position of the support ring beam in sequence and symmetrically, and use a temporary fixing frame to fix the outer ring assembly module; S7: Install the module units of the first connecting module symmetrically in sequence, fix the variable stiffness composite rod connection node, install the pin and high strength bolt in sequence, tighten the high strength bolt, and finally install the anchor bolt and tighten it to fix it. S8: Remove the temporary fixing frame; S9: The central assembly module is formed by the rigid reticulated shell module and the corresponding inclined cables and struts. S10: Install the second connecting module symmetrically in sequence, fix the variable stiffness composite rod connecting node, install the pin and high strength bolt in sequence, tighten the high strength bolt, and finally install the anchor bolt and tighten it to fix it. S11: Install other inclined cables and ring cables; S12: Tension each ring cable sequentially from the inside out.

[0027] By adopting the above technical solution, the present invention has the following beneficial effects: (1) The modular fully assembled variable stiffness composite cable dome structure system provided by this invention can realize standardized design, industrialized production, modular construction, and efficient assembly, which meets the mainstream development requirements of the construction industry. The standardized modular components have strong versatility and can realize mass production and manufacturing; during the construction process, there is no need to erect full-span scaffolding or support frame, and it does not occupy the site below the structure. The upper modular fully assembled variable stiffness composite cable dome structure and the lower stadium structure can be constructed simultaneously, which significantly improves construction efficiency and saves labor costs. The structure has high bearing capacity, is not limited by asymmetric loads, significantly saves materials, and has good mechanical properties, making it safe and reliable; the structural features can realize stiffness adaptive adjustment and structural vibration control, effectively reducing or avoiding adverse structural vibrations caused by earthquakes or wind vibrations, and improving the seismic and wind resistance performance of the structure. The modular fully assembled variable stiffness composite cable dome structure system can be applied to large-span or even ultra-large-span spatial structure buildings, and can also meet the needs of laying rigid roofs, effectively avoiding environmental pollution from welding connections, and realizing modular full bolt assembly connection on the construction site.

[0028] (2) The present invention provides a modular fully assembled variable stiffness composite cable dome structure system and its construction method. The structure adopts modular unit division, fully assembled prestressing and fully bolted connection technology, realizing modular fully bolted assembly and modular fully assembled construction of variable stiffness composite cable dome structure, avoiding the disassembled connection of structure and the erection of full-span scaffolding, with good disassembly and assembly performance, enabling off-site reconstruction, with good structural reversibility, realizing green construction; avoiding on-site welding, the overall seismic performance of the structure is good, effectively accelerating the construction progress, and is conducive to promoting the intelligent construction of large-span steel structures. Attached Figure Description

[0029] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0030] Figure 1 This is a three-dimensional structural diagram of the modular fully assembled variable stiffness composite cable dome structure system disclosed in this application; Figure 2 This is a schematic plan view of the modular, fully assembled, variable stiffness composite cable dome structure system disclosed in this application from the main viewpoint. Figure 3 A three-dimensional structural diagram of the upper variable stiffness reticulated shell structure; Figure 4 This is a three-dimensional structural diagram of the lower flexible cable-stayed structure. Figure 5 This is a schematic diagram of the three-dimensional structure of the rigid reticulated shell module; Figure 6 This is a three-dimensional structural diagram of the first outer ring rigid mesh shell module; Figure 7 This is a three-dimensional structural diagram of the second outer ring rigid mesh shell module; Figure 8 A three-dimensional structural diagram of a central rigid reticulated shell module; Figure 9 A three-dimensional structural diagram of all the first connection modules; Figure 10 A three-dimensional structural diagram of all second connection modules; Figure 11 A three-dimensional structural diagram of all the struts; Figure 12 This is a three-dimensional structural diagram of the adjustable strut; Figure 13 A three-dimensional structural diagram of the fixed support rod; Figure 14 A three-dimensional structural diagram of all the inclined cables; Figure 15 A three-dimensional structural diagram of all the loops; Figure 16 This is a three-dimensional structural diagram of the connection between the variable stiffness node and the cable-coupled compression member composite member. Figure 17 This is an assembly drawing of the connection between the variable stiffness node and the cable-coupled compression member composite member. Figure 18 This is a structural disassembly diagram of a cable-coupled compression member; Figure 19 This is a schematic diagram of the planar structure of the sliding double-ear plate; Figure 20 This is a three-dimensional structural diagram of the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module when they are temporarily fixed during the assembly process. Figure 21 This is a three-dimensional structural diagram of the assembly process after the first connecting module has been assembled. Figure 22 This is a three-dimensional structural diagram of the rigid mesh shell module at the hoisting center during the assembly process; Figure 23 This is a three-dimensional structural diagram of the assembly process after the second connecting module has been assembled. Figure 24 This is a three-dimensional structural diagram of the assembly of the inclined cable during the assembly process; Figure 25 This is a schematic diagram of the three-dimensional structure after the installation and tensioning of the ring cables during the assembly process; Figure 26A schematic diagram of the three-dimensional structure after disassembly of another adjustable strut; Figure 27 This is a three-dimensional structural diagram of the disassembled components of the adjustable strut. Figure 28 This is a schematic diagram of a three-dimensional structure for another type of adjustable strut.

[0031] Figure label: 1-Upper variable stiffness reticulated shell structure; 11-Rigid reticulated shell module; 111-First outer ring rigid reticulated shell module; 1111-First outer frame; 1112-First inner support; 1113-First outer connecting joint; 112-Second outer ring rigid reticulated shell module; 1121-Second outer frame; 1122-Second inner support; 1123-Second outer connecting joint; 113-Central rigid reticulated shell module; 1131-Central cylinder; 1131a-Central tension ring; 1131b-Connecting ring 1132-Steel pipe support; 1132a-First steel pipe; 1132b-Second steel pipe; 1133-Variable stiffness node connection; 1133a-First flange; 1133b-Sliding double ear plate; 1133c-Sliding through groove; 1133d-First fixing hole; 1133e-Fixing pin; 1133f-High strength bolt; 1133g-Anchor bolt; 12-Connecting module; 121-First connecting module; 1211-First cable-coupled compression member composite member; 12 2-Second connecting module; 1221-Second cable-coupled pressure bar composite member; 123-Second flange; 124-Single ear plate; 1241-Second fixing hole; 1242-Third fixing hole; 125-Cable; 126-Steel cylinder; 2-Lower flexible cable support structure; 21-Support rod; 211-Adjustable support rod; 2111-First seamless round steel pipe; 2112-Adjusting sleeve; 2113-First U-shaped ear plate; 2114-First pin; 212-Fixed support rod; 2121 - Second seamless round steel pipe; 2122- Second U-shaped ear plate; 2123- Second pin; 22- Inclined cable; 23- Ring cable; 31- Smooth section; 32- Ascending section; 33- Descending section; 41- Free movement zone; 42- Vibration damping and energy dissipation zone; 43- Damping guide zone; 51- Helical sleeve; 52- First piston sleeve; 53- Second piston sleeve; 54- First strut piston; 55- Second strut piston; 56- Built-in spring; 57- End sleeve; 58- External thread; 59- Internal thread. Detailed Implementation

[0032] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. 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.

[0033] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for 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, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0034] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0035] It should also be noted that the specific embodiments or implementation methods described below are a series of optimized settings listed by the present invention to further explain the specific content of the invention, and these settings can be combined or used in conjunction with each other.

[0036] The present invention will be further explained below with reference to specific embodiments.

[0037] Example 1 like Figure 1-2 As shown, this embodiment provides a modular, fully assembled, variable stiffness composite cable dome structure system, including an upper variable stiffness reticulated shell structure 1 and a lower flexible cable support structure 2. The upper variable stiffness reticulated shell structure 1 and the lower flexible cable-stayed structure 2 are used to bear vertical loads and coordinate overall deformation, while controlling structural vibration. The upper variable stiffness reticulated shell structure 1 and the lower flexible cable-stayed structure 2 achieve mechanical coordination through hinged joints.

[0038] The purpose of this application is to provide a modular, fully assembled, variable stiffness composite cable dome structure system and its construction method. It aims to solve the problems of existing cable dome structures, such as sensitivity to asymmetric loads, low structural bearing capacity, complex construction, and significant impact from seismic or wind-induced vibrations. These problems also include the inability to control structural vibrations, low construction efficiency, poor seismic performance, poor structural disassembly, inability to rebuild in different locations, poor reversibility, and unfavorability for intelligent construction of large-span steel structures.

[0039] like Figure 3 As shown, as a further embodiment of this example, the upper variable stiffness reticulated shell structure 1 includes a rigid reticulated shell module 11 and a connecting module 12. The various parts of the rigid reticulated shell module 11 are connected by the connecting module 12 to form an overall spatial force-bearing system.

[0040] like Figure 3 and 5 As shown, as a further embodiment of this example, the rigid mesh shell module 11 includes a first outer ring rigid mesh shell module 111, a second outer ring rigid mesh shell module 112, and a central rigid mesh shell module 113. The central rigid mesh shell module 113 is located at the center, and the first outer ring rigid mesh shell module 111 and the second outer ring rigid mesh shell module 112 are arranged alternately around the central rigid mesh shell module 113.

[0041] like Figure 9-10 As shown, as a further embodiment of this example, the connection module 12 includes a first connection module 121 and a second connection module 122; The first connecting module 121 is disposed between the first outer ring rigid mesh shell module 111 and the second outer ring rigid mesh shell module 112 and is connected thereto; The second connecting module 122 is disposed between the first outer ring rigid mesh shell module 111 and the central rigid mesh shell module 113, and between the second outer ring rigid mesh shell module 112 and the central rigid mesh shell module 113, and is connected thereto.

[0042] like Figure 8 As shown, the rigid mesh shell module 11 in this application has an overall umbrella-like shape, formed by interwoven tubes to create a mesh structure. It consists of a central rigid mesh shell module 113 at the center and two outer ring rigid mesh shell modules 111 and 112 surrounding it. The first and second outer ring rigid mesh shell modules 111 and 112 are alternately arranged around the central rigid mesh shell module 113. When the first outer ring rigid mesh shell module 111, the second outer ring rigid mesh shell module 112, the central rigid mesh shell module 113, the first connecting module 121, and the second connecting module 122 are assembled, a fixed-period cyclic mesh pattern is formed in the circumferential direction.

[0043] like Figure 8 As shown, as a further embodiment of this example, the central rigid reticulated shell module 113 includes a central cylinder 1131, a steel pipe support 1132, and a variable stiffness node connection part 1133. The central cylinder 1131 includes a central tension ring 1131a and a connecting steel column 1131b; Two central tension rings 1131a are provided in the longitudinal direction, and the connecting steel columns 1131b are evenly distributed in the circumferential direction between the two central tension rings 1131a and are integrated to form a stable three-dimensional force transmission path. The steel pipe support 1132 is fixedly connected to the central tension ring 1131a located at the upper part; The steel pipe support 1132 includes a first steel pipe 1132a and a second steel pipe 1132b; One end of the first steel pipe 1132a is fixedly connected to the central tension ring 1131a located at the top, and the other end extends outward radially. Multiple first steel pipes 1132a are evenly distributed radially, and their ends are fixedly connected to the second steel pipes 1132b. Multiple second steel pipes 1132b are arranged in a polygonal shape, and the two ends of each second steel pipe 1132b are fixed to the ends of two adjacent first steel pipes 1132a respectively, forming a central rigid support frame together; The variable stiffness node connection 1133 is located at the intersection of the first steel pipe 1132a and the second steel pipe 1132b and extends away from the central tension ring 1131a.

[0044] like Figure 6 As shown, as a further embodiment of this example, the first outer ring rigid mesh shell module 111 includes a first outer frame 1111, a first inner support 1112, and a first outer connecting joint 1113. The first outer frame 1111 and the first inner support 1112 are integrally connected; The first outer frame 1111 is a portal frame made of steel pipes, and the first inner support 1112 is a diamond grid structure made of steel pipes. The first external connector 1113 is disposed on the first outer frame 1111.

[0045] like Figure 7 As shown, as a further embodiment of this example, the second outer ring rigid mesh shell module 112 includes a second outer frame 1121, a second inner support 1122, and a second outer connecting joint 1123. The second outer frame 1121 and the second inner support 1122 are integrally connected; The second outer frame 1121 is a portal frame made of steel pipes, and the second inner support 1122 is a cross-shaped grid structure made of steel pipes. The second external connector 1123 is disposed on the second outer frame 1121.

[0046] As a further embodiment of this embodiment, the first connection module 121 is composed of multiple first cable coupling pressure bar composite members 1211 1211, and each of the first cable coupling pressure bar composite members 1211 1211 is connected at both ends to the first external connection joint 1113 and the second external connection joint 1123 respectively. The second connection module 122 is composed of multiple second cable-coupled pressure bar composite members 1221. One end of each second cable-coupled pressure bar composite member 1221 is connected to the first external connection joint 1113 or the second external connection joint 1123, and the other end is connected to the variable stiffness node connection part 1133.

[0047] In this application, both the first connecting module 121 and the second connecting module 122 are constructed using cable-coupled compression member composite members. The difference lies in the arrangement and quantity of these composite members. The determining factors for their arrangement and quantity are the spatial position, force direction, and stiffness matching requirements of the connecting joints on the first outer ring rigid mesh shell module 111, the second outer ring rigid mesh shell module 112, and the central rigid mesh shell module 113. In this application, the structures of the variable stiffness node connection 1133, the first outer connecting joint 1113, and the second outer connecting joint 1123 can be interconnected or different structures, or they can adopt the hinged structure that enables hinged connections in existing technologies. Their specific quantity and direction can be dynamically adapted according to the actual needs of the architectural design, load path optimization, and the overall structural vibration modes, thereby endowing the cable dome with a life-like responsive elasticity and reversible reconfigurability while ensuring structural safety. Figure 6-8 The arrangement of the variable stiffness node connection 1133, the first external connection joint 1113 and the second external connection joint 1123 shown, as well as the spatial configuration of the cable-coupled compression member in the corresponding first connection module 121 and second connection module 122, is only a typical implementation. In actual engineering, the number of module units and the structural composition can be adjusted according to the span, curvature, load level and seismic design requirements, and should not be regarded as the only paradigm.

[0048] like Figure 4 As shown, as a further embodiment of this example, the lower flexible cable support structure 2 includes a support rod 21, a diagonal cable 22, and a ring cable 23; The strut 21, the inclined cable 22, and the ring cable 23 are hinged together to form a spatial tension balance system.

[0049] like Figure 4 and 15As shown, as a further embodiment of this example, the lower flexible cable support structure 2 is a multi-layer structure, with each layer including a ring cable 23. The center point of each ring cable 23 is located on the same vertical axis. The diameter increases from the inner layer to the outer layer, and the height decreases from the outer layer, forming a stepped tension distribution pattern from the inside out and from high to low.

[0050] like Figure 4 and 11 As shown, in a further embodiment of this example, the support rod 21 is divided into multiple loops, the number of layers of the ring cable 23 corresponds to the number of loops of the support rod 21, and the end of each loop of the support rod 21 is connected to the corresponding loop cable 23.

[0051] As a further embodiment of this embodiment, the innermost support rod 21 is an adjustable support rod 211; The lower end of the adjustable strut 211 is connected to the innermost ring cable 23, and the upper end is connected to the central rigid mesh shell module 113.

[0052] As a further embodiment of this embodiment, the non-innermost support rod 21 is a fixed support rod 212; The lower end of the non-innermost support rod 21 is hinged to the corresponding ring cable 23, and the upper end is hinged to the first outer ring rigid mesh shell module 111 or the second outer ring rigid mesh shell module 112.

[0053] like Figure 4 and 14 As shown, as a further embodiment of this example, a diagonal cable 22 is provided between the upper end of the outer layer's support rod 21 and the lower end of the inner layer's support rod 21 between two adjacent layers; An inclined cable 22 is provided between the upper end of the innermost support rod 21 and the lower end of the central rigid mesh shell module 113; The lower end of the outermost support rod 21 is connected to the outermost first external connecting joint 1113 and the second external connecting joint 1123 of the first outer ring rigid mesh shell module 111 and the second outer ring rigid mesh shell module 112 via a diagonal cable 22.

[0054] like Figure 12 As shown, as a further embodiment of this example, the adjustable support rod 211 includes a first seamless round steel tube 2111, an adjusting sleeve 2112, a first U-shaped ear plate 2113, and a first pin 2114; The first seamless round steel tube 2111 and the adjusting sleeve 2112 are precisely fitted by positive and negative threads. By rotating the adjusting sleeve 2112, the first seamless round steel tube 2111 can be precisely extended or retracted along the axial direction. The first U-shaped ear plate 2113 is fixedly connected to the end of the first seamless round steel tube 2111, and the first pin 2114 passes through the pin hole of the first U-shaped ear plate 2113 for hinged force transmission.

[0055] like Figure 26-28 As shown, as a further embodiment of this example, the adjustable support rod 211 includes a spiral sleeve 51, a first piston sleeve 52, a second piston sleeve 53, a first support rod piston 54, a second support rod piston 55, and a built-in spring 56. The first piston sleeve 52 and the second piston sleeve 53 are respectively sleeved on the first support rod piston 54 and the second support rod piston 55; The first strut piston 54 and the second strut piston 55 extend out of the first piston sleeve 52 and the second piston sleeve 53 at both ends; The ends of the first strut piston 54 and the second strut piston 55 that are far apart from each other are fixedly provided with a first U-shaped lug 2113 for hinged force transmission; The ends of the first strut piston 54 and the second strut piston 55 that are close to each other are fixedly provided with end sleeves 57; One end of the end sleeve 57 is fitted onto the first support rod piston 54 or the second support rod piston 55, and the other end extends out. The two ends of the built-in spring 56 abut against the first support rod piston 54 and the second support rod piston 55 respectively. Under normal circumstances, there is a gap between the two end sleeves 57, but when the spring is compressed, the two end sleeves 57 approach each other until they abut against each other. The outer diameter of the end sleeve 57 is larger than the inner diameter of the first piston sleeve 52 and the second piston sleeve 53, thereby preventing the first piston sleeve 52 or the second piston sleeve 53 from slipping off the first strut piston 54 or the second strut piston 55. The first piston sleeve 52 and the second piston sleeve 53 are provided with external threads 58; The spiral sleeve 51 is provided with an internal thread 59, and the first piston sleeve 52 and the second piston sleeve 53 are respectively connected at both ends of the respective spiral sleeve 51 by threaded connection.

[0056] In this embodiment, the adjustable strut 211 has a multi-layered nested structure. Externally, it is threadedly connected to the first piston sleeve 52 and the second piston sleeve 53 via the internal thread 59 of the spiral sleeve 51 and the external threads 58 of the second piston sleeve 53, ensuring the overall rigidity of the structure. Internally, through the synergistic action of the end sleeves 57 of the first strut piston 54 and the second strut piston 55 and the built-in spring 56, it provides elastic buffering and adaptive adjustment capability under stress, effectively absorbing instantaneous impacts and maintaining system stability. Under no stress, the elastic force provided by the built-in spring 56 tends to push the first strut piston 54 and the second strut piston 55 apart, keeping the two end sleeves 57 at a preset gap. When an external force is applied to both ends of the adjustable strut 211, the first strut piston 54 and the second strut piston 55 move toward each other against the elastic force of the built-in spring 56. During this process, the built-in spring 56 absorbs energy and compresses and deforms, and the end sleeves 57 move closer and closer until they contact each other. When the contact critical point is reached, a rigid limit is formed between the end sleeves 57 to prevent further compression, thereby transitioning the system response from elastic to rigid support, ensuring that the structure does not become unstable under extreme loads, and forming a dual response mechanism of energy dissipation during small vibrations and load bearing during large vibrations.

[0057] like Figure 13 As shown, as a further embodiment of this example, the fixed support rod 212 includes a second seamless round steel pipe 2121, a second U-shaped ear plate 2122, and a second pin 2123; The second U-shaped ear plate 2122 is welded and fixed to the end of the second seamless round steel tube 2121. The pin is inserted into the pin hole of the second U-shaped ear plate 2122 for hinged force transmission.

[0058] The lower flexible cable-stayed structure 2 described in this application is a multi-layered structure. That is, each layer of ring cables 23, together with the corresponding ring struts 21 and diagonal cables 22, forms a clearly hierarchical tension transmission path. Each layer forms an independent and stable mechanical unit after prestressing. Under the synergistic effect of multiple layers, the overall structure possesses excellent variable stiffness response characteristics and wind and seismic redundancy. The specific number of rings can be flexibly set according to the actual engineering span, load level, and seismic fortification intensity. Regardless of the number of rings used, the specific structure is as described above. Figure 4 As shown in the figure, the structure presented in this embodiment is a three-ring structure, which includes three ring cables 23, three ring struts 21 and four ring diagonal cables 22. The layers are precisely coupled through variable stiffness nodes to ensure that the tension is transmitted efficiently step by step.

[0059] like Figure 16-17 As shown, as a further embodiment of this embodiment, the end of the variable stiffness node connection 1133 is provided with a first flange 1133a and a sliding double lug plate 1133b. One side of the first flange 1133a is welded and fixed to the main body of the variable stiffness node connection 1133, and the other side is welded with a sliding double lug plate 1133b. The sliding double-ear plate 1133b is provided with a sliding through groove 1133c and a first fixing hole 1133d; Both the first cable-coupled pressure bar composite member 1211 and the second cable-coupled pressure bar composite member 1221 are provided with a second flange 123 and a single lug 124 at their ends; One side of the second flange 123 is connected to the main body of the first cable 125 coupling rod or the second cable coupling rod composite member 1221, and the other side is welded with a single lug plate 124. During installation, the single ear plate 124 is inserted between the two plates of the sliding double ear plate 1133b, and the distance between the two plates of the sliding double ear plate 1133b matches the thickness of the single ear plate 124. The single ear plate 124 is provided with a second fixing hole 1241 and a third fixing hole 1242; After the second fixing hole 1241 is aligned with the first fixing hole 1133d, the fixing pin 1133e is inserted. After the third fixing hole 1242 is aligned with the sliding through groove 1133c, a high-strength bolt 1133f is inserted. The first flange 1133a and the second flange 123 are anchored together by anchor bolts 1133g.

[0060] like Figure 18 As shown, as a further embodiment of this example, both the first cable-coupled pressure bar composite member 1211 and the second cable-coupled pressure bar composite member 1221 are provided with cables 125. The two ends of the cable 125 pass through the two second flanges 123 at both ends and are anchored to the outside of the second flanges 123.

[0061] like Figure 18 As shown, in a further embodiment of this example, both the first cable-coupled pressure bar composite member 1211 and the second cable-coupled pressure bar composite member 1221 are hollow structures. A steel cylinder 126 is integrally provided on the side of the second flange 123 away from the single lug plate 124. The steel cylinder 126 is sleeved on the outer wall of the first cable-coupled pressure bar composite member 1211 or the second cable-coupled pressure bar composite member 1221 to form a coaxial constraint structure.

[0062] like Figure 19 As shown, as a further embodiment of this example, the sliding groove 1133c is arc-shaped, and its center is the center of the first fixing hole 1133d.

[0063] The connection between the variable stiffness node connection 1133 and the cable 125 coupled compression member in this application employs a dual coupling mechanism of fixed rigid connection and sliding flexible connection. This mechanism ensures the node's load-bearing stiffness while providing the structure with the necessary displacement adaptability under wind loads or seismic actions. Specifically, the fixed rigid connection achieves efficient axial and bending moment transmission through the first and second flanges 123 and anchor bolts 1133g, while the sliding flexible connection relies on the cooperation of the sliding through groove 1133c and high-strength bolts 1133f to allow the single lug 124 to make minor adjustments along an arc trajectory when subjected to force displacement, releasing local stress concentration. This mechanism enables the node to maintain high stiffness load-bearing characteristics under normal conditions, while automatically initiating sliding under sudden dynamic loads, coordinating the deformation differences among modules, and significantly improving the overall structural robustness and service life. Especially in sudden extreme vibrations or meteorological events, node sliding can effectively dissipate energy and delay the structural instability critical point.

[0064] like Figure 19 As shown, as a further embodiment of this example, the sliding groove 1133c includes a smooth section 31, an ascending section 32, and a descending section 33, which are three sections that transition continuously. The distance between the outermost edges of the two ear plates at the smooth section 31 remains constant to ensure that the high-strength bolt 1133f is subjected to uniform force during displacement. The rising segment 32 is tangent to the smooth segment 31 on one side and to the falling segment 33 on the other side; The rising section 32 starts from one end near the smooth section 31 and gradually rises along the arc direction. The thickness between the outermost edges of the two ear plates gradually increases. During the movement, the two ends of the high-strength bolt 1133f are pushed outward, which increases the fastening friction. The descending section 33 starts from the end of the ascending section 32 and gradually decreases along the arc direction to the same thickness as the smooth section 31, ensuring that the high-strength bolt 1133f has reduced axial tension when the displacement deviation is large, thus avoiding the risk of breakage.

[0065] like Figure 19 As shown, as a further embodiment of this example, the sliding groove 1133c includes a free movement area 41, a shock absorption and energy dissipation area 42, and a damage guidance area 43. The free movement area 41 corresponds to the smooth section 31, and the width of the sliding groove 1133c matches the diameter of the high-strength bolt 1133f, allowing the node to slide freely within a preset range; The vibration damping and energy dissipation zone 42 corresponds to the rising section 32. The inner wall of the sliding groove 1133c is provided with a high friction coefficient wear-resistant coating. When the high-strength bolt 1133f moves in this zone, it generates controllable sliding friction, which effectively dissipates earthquake or wind vibration energy. The destruction guide zone 43 corresponds to the descending section 33. The width of the sliding groove 1133c gradually narrows to less than the diameter of the high-strength bolt 1133f, forcing the high-strength bolt 1133f to squeeze the inner wall of the groove and induce local deformation of the inner wall of the sliding groove 1133c when it continues to move, thereby converting excess energy into plastic deformation work.

[0066] This embodiment discloses a specific structure of a sliding channel 1133c, which can realize a triple response mechanism of free sliding, frictional energy dissipation and destructive energy absorption under normal conditions, in small earthquakes or meteorological disasters and in large extreme disasters, forming a gradient and staged structural protection system. Moreover, the structural system relies on the bidirectional cooperative sliding path design in two directions, namely along the sliding path and along the axial direction of the high-strength bolt 1133f. Together, they constitute a spatial dual-degree-of-freedom sliding system, enabling the node to respond accurately and dissipate energy in an orderly manner under complex multidimensional loads. Specifically, when the building is in a normal state, due to the building's natural frequency, the slight vibrations generated by people or machinery, and the effects of daily wind loads, the building will experience slight vibrations. At this time, the high-strength bolt will slide freely in the free movement zone 41, which is the smooth section 31. At this time, along the sliding path, there is only the normal contact friction between the bolt and the wall of the sliding groove 1133c, and along the axial direction of the high-strength bolt 1133f, there is only the friction between the two ends of the high-strength bolt 1133f and the upper and lower end faces of the sliding groove 1133c under normal fastening conditions. When encountering minor or moderate earthquakes or strong winds, the high-strength bolt 1133f slides into the damping and energy-dissipating zone 42, i.e., the rising section 32. At this time, along the sliding path, the high-friction coefficient wear-resistant coating significantly increases the sliding resistance, generating stable frictional energy dissipation. Simultaneously, in the axial direction, the increasing thickness of the double ear plates forces the two ends of the high-strength bolt 1133f to be radially spread apart. At this time, the bolt body of the high-strength bolt 1133f undergoes elastic deformation of the metal, and the axial preload increases synchronously. This causes the normal pressure and friction between the two ends of the high-strength bolt 1133f and the upper and lower end faces of the sliding groove 1133c to increase synchronously, forming an axial self-reinforcing energy dissipation mechanism. As the displacement continues to increase, due to the lifting effect of the rising section 32, the axial tension of the high-strength bolt 1133f increases, causing the normal pressure and friction between the two ends of the high-strength bolt 1133f and the upper and lower end faces of the sliding groove 1133c to increase with the increase of displacement. When the vibration ends, the high-strength bolt 1133f automatically rebounds and resets within the elastic range, thus restoring the structure to its initial state without manual intervention. In the event of a major earthquake or wind load exceeding the design limit, the structural design objective shifts from energy dissipation to maximizing the protection of the main structure. To achieve this, the high-strength bolt 1133f slides into the failure guidance zone 43, i.e., the descending section 33. The descending section 33 serves to transition the high-strength bolt 1133f from its previously stretched state to its normal state, reducing the axial preload and preventing it from breaking or yielding axially. This allows the structural strength to be used for energy dissipation through failure along the sliding channel 1133c. At this point, the high-strength bolt 1133f begins to apply concentrated shear force to the wall of the sliding channel 1133c in the failure guidance zone 43, triggering local material yielding, controllable plastic deformation, and destructive non-plastic deformation. During this process, the destruction of the material absorbs and dissipates a large amount of seismic energy, achieving the passive protection objective of "preserving the structure through damage."Unlike typical destructive energy consumption, the failure guidance zone 43 in this application has a gradually narrowing width in the sliding groove 1133c, which is smaller than the diameter of the high-strength bolt 1133f. Therefore, when the high-strength bolt 1133f slides into the descending section 33, it will undergo controllable radial compression and shear slip along the wall of the sliding groove 1133c. During this process, the failure path of the high-strength bolt 1133f is guided by the geometry of the sliding groove 1133c, making the failure direction relatively controllable. This avoids the overall structural instability or irreversible collapse caused by disordered failure as in the prior art, ensuring that the main frame still maintains basic load-bearing capacity and spatial integrity under extreme working conditions, thus winning valuable time for personnel evacuation and post-disaster repair.

[0067] By adopting the above technical solution, the present invention has the following beneficial effects: (1) Through the synergistic effect of the upper variable stiffness reticulated shell structure 1 and the lower flexible cable-stayed structure 2, the problems of sensitivity to asymmetric loads and low bearing capacity of existing cable dome structures are effectively solved, and the stability and bearing capacity of the overall structure are improved. At the same time, the lower flexible cable-stayed system of the multi-layer structure forms a hierarchical tension transmission path, which enables the overall structure to have excellent variable stiffness response characteristics and wind and earthquake resistance redundancy.

[0068] (2) Modular design enables prefabricated production of structural components, which can be quickly assembled on site through hinged joints, significantly simplifying the construction process, shortening the construction period, and improving construction accuracy and quality control.

[0069] (3) The variable stiffness node connection part 1133 adopts a dual coupling mechanism of fixed hard connection and sliding soft connection, which enables the node to maintain high stiffness force transmission characteristics under normal conditions and automatically start sliding under sudden dynamic loads, coordinate the deformation differences of each module, effectively dissipate earthquake or wind vibration energy, delay the critical point of structural instability, and significantly improve the robustness and service life of the overall structure.

[0070] (4) The number and composition of each module unit of the structure can be flexibly adjusted according to the actual engineering needs to achieve dynamic adaptation of span, curvature, load level and seismic fortification requirements. At the same time, the modular full assembly design gives the structure disassembly and off-site reconstruction capabilities, supporting the intelligent construction and recycling of large-span steel structures.

[0071] (5) The sliding channel 1133c forms a phased structural protection system through the gradient design of the free movement zone 41, the vibration damping and energy dissipation zone 42, and the failure guidance zone 43. Under extreme working conditions, the high-strength bolts 1133f can slide controllably along the failure guidance zone 43, triggering local material yielding and plastic deformation, achieving the passive protection goal of "preserving the structure with damage", avoiding overall structural instability or irreversible collapse, and providing safety guarantees for personnel evacuation and post-disaster repair.

[0072] Example 2 like Figure 20-25 As shown in this embodiment, a construction method for the modular fully assembled variable stiffness composite cable dome structure system described in Embodiment 1 is provided, including the following steps: S1: Manufacturing the various components of the rigid reticulated shell module; S2: Create the connection module; S3: Make the strut; S4: Construct the inclined cable and the ring cable; Both the inclined cables and the ring cables are cut to a fixed length according to the design length, with the ring cables serving as the active cables for structural tensioning and forming. S5: Assemble the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module with the corresponding support rods and inclined cables to form an outer ring assembly module; S6: Use hoisting equipment to hoist the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module to the designated position of the support ring beam in sequence and symmetrically, and use a temporary fixing frame to fix the outer ring assembly module; S7: Install the module units of the first connecting module symmetrically in sequence, fix the variable stiffness composite rod connection node, install the pin and high strength bolt in sequence, tighten the high strength bolt, and finally install the anchor bolt and tighten it to fix it. S8: Remove the temporary fixing frame; S9: The central assembly module is formed by the rigid reticulated shell module and the corresponding inclined cables and struts. S10: Install the second connecting module symmetrically in sequence, fix the variable stiffness composite rod connecting node, install the pin and high strength bolt in sequence, tighten the high strength bolt, and finally install the anchor bolt and tighten it to fix it. S11: Install other inclined cables and ring cables; S12: Tension each ring cable sequentially from the inside out.

[0073] Specifically, step S1 includes: S1a: Fabricate the variable stiffness node connection part, which is formed by seamless round steel pipe, first flange and sliding double ear plate coaxially welded in the factory. S1b: According to different module unit composition methods, seamless round steel pipes and variable stiffness node connection parts are welded in the factory in a diamond arrangement to form the first outer ring rigid mesh shell module, and seamless round steel pipes and variable stiffness node connection parts are welded in the factory in a "rice" shaped arrangement to form the second outer ring rigid mesh shell module. S1c: Seamless round steel pipe, variable stiffness node connection and central tension ring are welded in the factory to form a central rigid grid shell module.

[0074] Step S2 specifically includes: S2a: Fabricate cable-coupled compression member composite member by sequentially welding seamless round steel pipe, perforated cover plate and single ear plate in the factory according to the central axis coincidence to form the composite member connection part; The cable is threaded through the inside of the seamless round steel pipe and through the cable hole inside the composite member connection. After being tensioned to the design prestress value, it is anchored and connected by anchors. The anchors are located on the outside of the composite member connection. At this point, the cable-coupled compression member composite member is completed. S2b: The cable-coupled compression member composite members are arranged in a certain "Z" shape to form a modular unit, and the modular unit is arranged in an 8-equal ring array to form the first connecting module of the variable stiffness steel grid shell structure. The cable-coupled compression member composite member 311 is arranged in a certain "M" shape to form a modular unit, and the modular unit is arranged in a 12-equal ring array to form the first connecting module of the variable stiffness steel grid shell structure.

[0075] Step S3 specifically includes: S3a: Fabricate the first ring of hydraulic struts. The first ring of hydraulic struts consists of a hydraulic cylinder, piston rod, connecting lugs, and strut pins. Place the piston rod inside the hydraulic cylinder, then weld the connecting lugs to the outside of the piston rod at the factory, and temporarily install the strut pins. The first ring of hydraulic struts is now complete. The first ring of hydraulic struts is arranged in an equally divided circumferential array to form the first ring of strut structure. The hydraulic struts have viscous tensile and compressive properties, which can increase the damping of the struts, realize the buffering of tensile and compressive forces, and thus control the vibration of the structure. S3b: Fabricate the second ring of struts. The second ring of struts is made of seamless round steel pipes and connecting lugs welded together in the factory. The connecting lugs are coaxially welded to the outside of the seamless round steel pipes in the factory. The process and method for making the third row of support poles are the same as those for the second row.

[0076] Meanwhile, this invention provides a modular, fully assembled variable stiffness composite cable dome structure system and its construction method. The structure adopts modular unit division, fully assembled prestressed and fully bolted connection technology, realizing modular fully bolted assembly and modular fully assembled construction of the variable stiffness composite cable dome structure. This avoids the need for disassembled connections and the erection of full-span scaffolding, has good disassembly and assembly performance, can be rebuilt in different locations, has good structural reversibility, and realizes green construction. It avoids on-site welding, can realize structural vibration control, improves the overall seismic and wind resistance performance of the structure, effectively accelerates the construction progress, and is conducive to promoting the intelligent construction of large-span steel structures.

[0077] By adopting the above technical solution, the present invention has the following beneficial effects: (1) By manufacturing modular fully assembled variable stiffness steel grid shell structure modules, connecting modules, struts, inclined cables and ring cables in the factory, factory prefabrication can be achieved, which can improve the manufacturing accuracy of each component, reduce on-site construction errors, improve manufacturing efficiency, and shorten the overall construction cycle.

[0078] (2) The special design of variable stiffness node connection and cable-coupled compression member enhances the overall stiffness and stability of the structure; the first ring of hydraulic strut has viscous tensile and compressive properties, which can increase the damping of the member, effectively buffer the tensile and compressive forces, thereby controlling the structural vibration and improving the seismic performance of the structure.

[0079] (3) Different module units adopt rhomboid, "rice" shaped, "Z" shaped, "M" shaped and other arrangement methods, as well as the ring array arrangement of connecting modules, so that the structure can better adapt to different stress requirements and improve the overall stress rationality of the structure.

[0080] (4) The method of sequential symmetrical hoisting and installation is adopted, such as sequential symmetrical hoisting of outer ring assembly modules and sequential symmetrical installation of connecting modules, which ensures the structural stress balance during construction and improves construction safety; the ring cables are tensioned in stages from the inside to the outside, making the structural tensioning and forming process more scientific and reasonable, and ensuring that the structure meets the design requirements.

[0081] (5) Use temporary fixing frames to fix the outer ring assembly modules to ensure stability during hoisting and initial installation; remove the temporary fixing frames after the relevant installation is completed, so as not to affect the subsequent use of the structure and ensure safety throughout the construction process.

[0082] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A modular, fully assembled, variable stiffness composite cable dome structure system, characterized in that, It includes an upper variable stiffness reticulated shell structure and a lower flexible cable-stayed structure; The upper variable stiffness reticulated shell structure and the lower flexible cable-stayed structure are used to bear vertical loads and coordinate overall deformation, while controlling structural vibration. The upper variable stiffness reticulated shell structure and the lower flexible cable-stayed structure achieve mechanical synergy through hinged joints; The upper variable stiffness reticulated shell structure includes a rigid reticulated shell module and a connecting module; The various parts of the rigid reticulated shell module are connected by the connecting module to form an overall spatial force-bearing system; The rigid mesh shell module includes a first outer ring rigid mesh shell module, a second outer ring rigid mesh shell module, and a central rigid mesh shell module; The central rigid mesh shell module is located at the center, and the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module are arranged alternately around the central rigid mesh shell module. The lower flexible cable support structure includes struts, inclined cables, and ring cables; The struts, diagonal cables, and ring cables are hinged together to form a spatial tension balance system; The lower flexible cable support structure is a multi-layer structure, with each layer including a ring cable. The center point of each ring cable is located on the same vertical axis. The diameter increases from the inner layer to the outer layer, and the height decreases from the outer layer, forming a stepped tension distribution pattern from the inside out and from high to low. The strut is divided into multiple loops, and the number of loop cable layers corresponds to the number of loops in the strut. The end of each loop of the strut is connected to the corresponding loop cable. The innermost support rod is an adjustable support rod; The adjustable strut includes a first seamless round steel tube, an adjusting sleeve, a first U-shaped lug, and a first pin. The first seamless round steel pipe and the adjusting sleeve are precisely fitted by positive and negative threads. Rotating the adjusting sleeve can precisely extend and retract the first seamless round steel pipe along the axial direction. The first U-shaped ear plate is fixedly connected to the end of the first seamless round steel tube, and the first pin is inserted into the pin hole of the first U-shaped ear plate for hinged force transmission. The first outer ring rigid mesh shell module includes a first outer frame, a first inner support, and a first outer connecting joint; The first outer frame and the first inner support are integrally connected; The first outer frame is a portal frame made of steel pipes, and the first inner support is a diamond grid structure made of steel pipes. The first external connector is disposed on the first outer frame; The second outer ring rigid mesh shell module includes a second outer frame, a second inner support, and a second outer connecting joint; The second outer frame and the second inner support are integrally connected; The second outer frame is a portal frame made of steel pipes, and the second inner support is a cross-shaped grid structure made of steel pipes. The second external connector is disposed on the second outer frame.

2. The modular, fully assembled, variable stiffness composite cable dome structure system according to claim 1, characterized in that, The central rigid reticulated shell module includes a central cylinder, a steel pipe support, and a variable stiffness node connection part. The central cylinder includes a central tension ring and a connecting steel column; Two central tension rings are provided longitudinally, and the connecting steel columns are evenly distributed between the two central tension rings along the circumferential direction and are integrally connected to form a stable three-dimensional force transmission path; The steel pipe support is fixedly connected to the central tension ring located at the upper part; The steel pipe support includes a first steel pipe and a second steel pipe; One end of the first steel pipe is fixedly connected to the central tension ring located at the top, and the other end extends outward in a radial direction; Multiple first steel pipes are evenly distributed radially, and their ends are fixedly connected to second steel pipes. Multiple second steel pipes are arranged in a polygonal pattern, with each second steel pipe having its two ends fixed to the ends of two adjacent first steel pipes, together forming a central rigid support frame; The variable stiffness node connection is located at the intersection of the first steel pipe and the second steel pipe and extends away from the central tension ring.

3. The modular, fully assembled, variable stiffness composite cable dome structure system according to claim 2, characterized in that, The connection module includes a first connection module and a second connection module; The first connecting module is disposed between the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module and is connected thereto; The second connecting module is disposed between the first outer ring rigid mesh shell module and the central rigid mesh shell module, and between the second outer ring rigid mesh shell module and the central rigid mesh shell module, and is connected thereto. The first connection module is composed of multiple first cable-coupled pressure bar composite members, and each first cable-coupled pressure bar composite member is connected at both ends to the first external connection joint and the second external connection joint, respectively. The second connection module is composed of multiple second cable-coupled compression bar composite members. One end of each second cable-coupled compression bar composite member is connected to the first external connection joint or the second external connection joint, and the other end is connected to the variable stiffness node connection part.

4. The modular, fully assembled, variable stiffness composite cable dome structure system according to claim 3, characterized in that, The lower end of the adjustable strut is connected to the innermost ring cable, and the upper end is connected to the central rigid mesh shell module. The struts that are not in the innermost layer are fixed struts; The lower end of the non-innermost support rod is hinged to the corresponding ring cable, and the upper end is hinged to the first outer ring rigid mesh shell module or the second outer ring rigid mesh shell module; Between two adjacent layers, a diagonal cable is provided between the upper end of the outer layer's support rod and the lower end of the inner layer's support rod; An inclined cable is installed between the upper end of the innermost support rod and the lower end of the central rigid mesh shell module; The lower end of the outermost strut is connected to the first outer connecting joint and the second outer connecting joint of the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module by a diagonal cable.

5. The modular, fully assembled, variable stiffness composite cable dome structure system according to claim 4, characterized in that, The variable stiffness node connection part is provided with a first flange and a sliding double lug plate at its end; One side of the first flange is welded and fixed to the main body of the variable stiffness node connection part, and the other side is welded with a sliding double lug plate; The sliding double ear plate is provided with a sliding through groove and a first fixing hole; Both the first cable-coupled compression member and the second cable-coupled compression member are provided with a second flange and a single lug plate at their ends; One side of the second flange is connected to the main body of the first cable-coupled pressure bar or the second cable-coupled pressure bar composite member, and a single lug plate is welded to the other side. During installation, the single ear plate is inserted between the two plates of the sliding double ear plate, and the distance between the two plates of the sliding double ear plate is matched with the thickness of the single ear plate; The single ear plate is provided with a second fixing hole and a third fixing hole; After the second fixing hole is aligned with the first fixing hole, the fixing pin is inserted. After the third fixing hole is aligned with the sliding through groove, a high-strength bolt is inserted. The first flange and the second flange are anchored together by anchor bolts; Both the first cable-coupled compression member and the second cable-coupled compression member are equipped with cables. The two ends of the cable pass through the two second flanges at both ends and are anchored to the outside of the second flanges; Both the first cable-coupled pressure bar composite member and the second cable-coupled pressure bar composite member are hollow structures. A steel cylinder is integrally provided on the side of the second flange away from the single lug plate. The steel cylinder is sleeved on the outer wall of the first cable-coupled pressure bar composite member or the second cable-coupled pressure bar composite member to form a coaxial constraint structure.

6. A construction method for the modular fully assembled variable stiffness composite cable dome structure system as described in claim 5, characterized in that, Including the following steps: S1: Manufacturing the various components of the rigid reticulated shell module; S2: Create the connection module; S3: Make the strut; S4: Construct the inclined cable and the ring cable; Both the inclined cables and the ring cables are cut to a fixed length according to the design length, with the ring cables serving as the active cables for structural tensioning and forming. S5: Assemble the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module with the corresponding support rods and inclined cables to form an outer ring assembly module; S6: Use hoisting equipment to hoist the first outer ring rigid mesh shell module and the second outer ring rigid mesh shell module to the designated position of the support ring beam in sequence and symmetrically, and use a temporary fixing frame to fix the outer ring assembly module; S7: Install the module units of the first connecting module symmetrically in sequence, fix the variable stiffness composite rod connection node, install the pin and high strength bolt in sequence, tighten the high strength bolt, and finally install the anchor bolt and tighten it to fix it. S8: Remove the temporary fixing frame; S9: The central assembly module is formed by the rigid reticulated shell module and the corresponding inclined cables and struts. S10: Install the second connecting module symmetrically in sequence, fix the variable stiffness composite rod connecting node, install the pin and high strength bolt in sequence, tighten the high strength bolt, and finally install the anchor bolt and tighten it to fix it. S11: Install other inclined cables and ring cables; S12: Tension each ring cable sequentially from the inside out.

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