A detachable inner force balance additional canopy reconstruction structure suitable for existing pedestrian overpass

Abstract

The application belongs to the field of fabricated buildings and public building reconstruction construction, and particularly relates to a disengaged internal force balance additional canopy reconstruction structure suitable for an existing pedestrian bridge, which comprises: a disengaged additional space prestressed tension cable net canopy structure; a ground tension internal force balance structure which has an outer wrapping reinforcement structure, a lateral force resisting reconstruction structure and a tension internal force cable rod system balance structure arranged on an existing bridge pier system foundation; the outer wrapping reinforcement structure is arranged on the existing pier column, the lateral force resisting reconstruction structure is connected to the outer wrapping reinforcement structure of the existing pier column; the tension internal force cable rod system balance structure is connected between the lateral force resisting reconstruction structure and the disengaged additional space prestressed tension cable net canopy structure, and is configured to change the direction of the tension cable force of the upper disengaged additional space prestressed tension cable net canopy structure and transmit the tension cable force to the ground tension internal force balance structure. The additional canopy of the application is disengaged from the existing bridge body and has an additional impact on the existing bridge body structure.

Description

Technical Field

[0001] This application belongs to the field of prefabricated building and public building renovation construction technology, specifically relating to a detachable internal force balance additional canopy renovation structure suitable for existing pedestrian overpasses. Background Technology

[0002] Existing pedestrian bridge structures mostly employ an open design without structural canopies. While this offers advantages such as simplicity and low cost, the lack of a canopy results in a relatively poor pedestrian experience under adverse weather conditions, including rain, snow, and intense sunlight. Common strategies for retrofitting with additional canopies present the following problems:

[0003] Question 1: Because the newly added canopy structure needs to be structurally connected to the existing bridge structure, the vertical and horizontal loads of the new canopy structure need to be transferred to the existing bridge structure. Under such conditions, since the new and old structures are substantially connected and belong to a co-bearing structural system, the impact on the existing bridge structure is relatively large. Its vertical bearing capacity, horizontal bearing capacity, structural stability performance, and structural comfort conditions will all change significantly, which will likely lead to a large amount of renovation and reinforcement work for the existing bridge, and the structural implementation conditions and costs are relatively unfavorable.

[0004] Question 2: Considering the connection and collaborative operation between the new and old structures, the newly added canopy is usually a rigid structure canopy without prestressing tension to avoid the adverse effects of excessive support reactions in the existing structure caused by the tension cable force. Under such conditions, the style of the newly added canopy is limited by the rigid structure, and it is not possible to use relatively aesthetically pleasing and slender lightweight prestressed structures such as spatial tensioned cable nets, thus limiting the appearance of the canopy building.

[0005] Based on the above issues, it is known that the existing pedestrian overpass structures are usually not modified by separating the old and new structures, which may lead to additional modification requirements for the existing bridge structure. At the same time, the newly added canopy structure is limited by the need to control the additional reaction force on the existing bridge structure, making it difficult to adopt relatively lightweight architectural styles such as spatial cable net tension structures. Summary of the Invention

[0006] In view of the above analysis, the present invention aims to provide a detachable internal force balance additional canopy modification structure suitable for existing pedestrian overpasses, so as to solve at least one of the above-mentioned problems existing in the prior art.

[0007] The objective of this invention is achieved as follows:

[0008] A detachable internal force balance canopy modification structure suitable for existing pedestrian overpasses includes:

[0009] The detached additional spatial prestressed tensioned cable net canopy structure is not directly connected to the existing pedestrian bridge structure;

[0010] The above-ground tensioned internal force equilibrium structure has an external reinforcement structure, a lateral force modification structure, and a tensioned internal force cable-stayed system equilibrium structure set on the basis of the existing pier system; the external reinforcement structure is set on the existing pier, and the lateral force modification structure is connected to the external reinforcement structure of the existing pier;

[0011] Among them, the tension internal force cable-stayed system balance structure is connected between the lateral force resisting modification structure and the detached additional spatial prestressed tension cable net canopy structure. It is configured to change the direction of the tension cable force of the upper detached additional spatial prestressed tension cable net canopy structure and transfer it to the ground tension internal force balance structure.

[0012] Furthermore, it also includes an underground tension internal force balance structure, which has a cast-in-place reinforced concrete ground beam structure or an integral raft slab structure set on the existing bridge pier foundation. The cast-in-place reinforced concrete ground beam structure or integral raft slab structure is connected to the existing bridge pier foundation as an integral foundation structure.

[0013] Furthermore, the underground tension internal force balance structure is also equipped with an anti-overturning counterweight structure, which is connected to the existing bridge pier foundation. The anti-overturning counterweight structure is located at the opposite position to the overturning moment of the above-ground structure.

[0014] Furthermore, the external reinforcement structure adopts an external steel plate, which is fixed to the outside of the existing pier column; and an external reinforced concrete reinforcement structure is added to the part of the existing pier buried in the soil, so as to further reinforce the existing foundation and form the modified pier foundation.

[0015] Furthermore, the lateral force resisting modification structure includes multiple inter-column steel beams, which together with the outer steel plates of the existing pier columns form a steel-concrete composite frame structure.

[0016] Furthermore, the lateral force resisting modification structure also includes steel support components, which include vertical tube components and inclined tube components. The top end of the vertical tube component is vertically connected to the inter-column steel beam, and the bottom end of the vertical tube component is fixed in the modified pier foundation. One end of the inclined tube component is connected to the lower part of the vertical tube component, and the other end is connected to the top of the outer steel plate on the existing pier column. The vertical tube component, the inclined tube component, and the inter-column steel beam form a triangular support.

[0017] Furthermore, the detachable additional spatial prestressed tensioned cable net canopy structure includes a rigid fish-belly suspended truss, a ridge cable, side cables, distributed stabilizing cables, A-shaped support columns, and end support columns. Two of the A-shaped support columns are supported at both ends of the rigid fish-belly suspended truss. The end support columns are located on the outside of the A-shaped support columns, and the ridge cable connects the A-shaped support columns and the end support columns.

[0018] Furthermore, the tensioned internal force cable-rod system balance structure includes a flexible cable and a rigid support rod assembly. The upper end of the cable is connected to the end support column, and the other end is connected to the support rod assembly. The support rod assembly is connected to the outer reinforcement structure and the lateral force resisting modification structure.

[0019] Furthermore, the support rod assembly includes two horizontal support rods and one diagonal support rod, wherein one horizontal support rod is vertically connected to the upper part of the outer steel plate, and the other horizontal support rod is connected to an adjacent outer steel plate or to the inter-column steel beam; the lower end of the diagonal support rod is connected to the lower part of the outer steel plate, and the upper end of the diagonal support rod is connected to the two horizontal support rods; the lower end of the cable is connected to the connection node between the diagonal support rod and the two horizontal support rods through a cable clamp.

[0020] Furthermore, the side cable has a large-span direction side cable and a lateral side cable, and the large-span direction side cable is horizontal or approximately horizontal.

[0021] Compared with the prior art, the present invention can achieve at least one of the following beneficial effects:

[0022] a) The present invention provides a detachable internal force balance additional canopy modification structure suitable for existing pedestrian overpasses. The additional canopy is detached from the existing bridge body. It is a new type of modification structure in which the additional load and additional system of the canopy do not have any additional impact on the existing bridge structure. Moreover, the new additional canopy structure with a light appearance adopts a prestressed tensioned cable net structure. By setting an internal force balance structure, it effectively solves the reaction force balance problem of the tensioned structure and does not have any additional impact on the existing bridge structure.

[0023] b) The present invention provides a detachable internal force balance additional canopy modification structure applicable to existing pedestrian overpasses. The external reinforcement structure added to the existing pier system, the lateral force modification structure, and the tension internal force cable rod system balance structure together constitute the ground tension internal force balance structure of the existing pier system. This part is responsible for completing the ground balance of the tension force of the upper canopy and relies on the underground tension internal force balance structure to ensure its own stability.

[0024] c) The detachable internal force balance additional canopy modification structure for existing pedestrian overpasses provided by the present invention, through the integrated modification structure of the existing foundation and the anti-overturning counterweight structure, jointly resists the overturning moment and sliding load transmitted from the ground structure to the foundation, ensuring the stability and safety of the modified foundation and the superstructure it supports. Attached Figure Description

[0025] To more clearly illustrate the technical solutions in the embodiments of this specification or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in the embodiments of this specification. For those skilled in the art, other drawings can be obtained based on these drawings.

[0026] Figure 1 A partial structural diagram of the detachable internal force balance additional canopy renovation structure for existing pedestrian overpasses provided by the present invention. Figure 1 ;

[0027] Figure 2 A partial structural diagram of the detachable internal force balance additional canopy renovation structure for existing pedestrian overpasses provided by the present invention. Figure 2 ;

[0028] Figure 3 A schematic diagram of the structure of the detachable internal force balance additional canopy modification structure for existing pedestrian overpasses provided by the present invention;

[0029] Figure 4 The on-site implementation effect diagram of the detachable internal force balance additional canopy renovation structure for existing pedestrian overpasses provided by the present invention;

[0030] Figure 5 This is a schematic diagram of the external reinforcement structure and lateral force resisting modification structure provided by the present invention;

[0031] Figure 6 The diagram shows the external reinforcement structure, lateral force modification structure, and integral raft structure provided by the present invention.

[0032] Figure 7 The diagram shows the external reinforcement structure, the lateral force modification structure, the cast-in-place reinforced concrete ground beam structure, and the anti-overturning counterweight structure provided by the present invention.

[0033] Figure 8 A side view of the detachable internal force balance additional canopy modification structure for existing pedestrian overpasses provided by the present invention;

[0034] Figure 9 This is a top view of the flexible cable net structure system provided by the present invention.

[0035] Figure label:

[0036] 100. Existing bridge structure; 200. Existing piers; 300. Structures;

[0037] 11. Rigid fish-belly suspended truss; 12. Ridge cable; 13. Distributed stabilizing cable; 14. Long-span directional side cable; 15. Lateral side cable; 16. A-shaped support column; 161. Outlying short column; 162. Main rod; 163. Lateral stabilizer bar; 164. Balance tie rod; 17. End support column;

[0038] 21. Cast-in-place reinforced concrete ground beam structure; 22. Integral raft slab structure; 23. Anti-overturning counterweight structure; 24. Outer steel plate; 25. Steel beam between columns; 26. Steel support components; 27. Horizontal support rod; 28. Diagonal support rod; 29. ​​Cable. Detailed Implementation

[0039] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. It should be noted that, unless otherwise specified, the implementation methods and features in the implementation methods in this disclosure can be combined, separated, interchanged, and / or rearranged. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0040] In the accompanying drawings, the dimensions and relative dimensions of components may be exaggerated for clarity and / or descriptive purposes. When exemplary embodiments can be implemented differently, a specific process sequence may be performed in a different order than that described. For example, two consecutively described processes may be performed substantially simultaneously or in the reverse order of their description. Furthermore, the same reference numerals denote the same components.

[0041] The terminology used herein is for the purpose of describing particular embodiments and is not intended to be limiting. As used herein, unless the context clearly indicates otherwise, the singular forms “a” and “the” are intended to include the plural forms as well. Furthermore, when the terms “comprising” and / or “including” and variations thereof are used in this specification, it indicates the presence of the stated features, integrals, steps, operations, parts, components, and / or groups thereof, but does not exclude the presence or addition of one or more other features, integrals, steps, operations, parts, components, and / or groups thereof. It should also be noted that, as used herein, the terms “substantially,” “about,” and other similar terms are used as approximate terms rather than as terms of degree, thus explaining the inherent biases in measurements, calculated values, and / or provided values ​​that would be recognized by one of ordinary skill in the art.

[0042] Example 1

[0043] A specific embodiment of the present invention discloses a detachable internal force balance additional canopy renovation structure applicable to existing pedestrian overpasses, wherein the existing pedestrian overpass has an existing bridge body 100, an existing pier system and an existing foundation system, the existing pier system has existing pier columns 200 and the existing foundation system has existing pier foundations.

[0044] like Figures 1 to 9 As shown, the detachable internal force balance auxiliary canopy renovation structure applicable to existing pedestrian overpasses includes a detachable auxiliary spatial prestressed cable net canopy structure, an above-ground tensioned internal force balance structure, and an underground tensioned internal force balance structure. The detachable auxiliary spatial prestressed cable net canopy structure is not directly connected to the existing bridge body 100 of the existing pedestrian overpass. The above-ground tensioned internal force balance structure has an external reinforcement structure, a lateral force modification structure, and a tensioned internal force cable rod system balance structure set on the basis of the existing pier system. The external reinforcement structure is set on the existing pier 200, and the lateral force modification structure is connected to the external reinforcement structure of the existing pier 200. Among them, the tensioned internal force cable rod system balance structure is connected between the lateral force modification structure and the detachable auxiliary spatial prestressed cable net canopy structure, and is configured to change the direction of the tension cable force of the upper detachable auxiliary spatial prestressed cable net canopy structure and transfer it to the above-ground tensioned internal force balance structure.

[0045] In this embodiment, the detached additional spatial prestressed cable-stayed canopy structure, which can be simply referred to as a "cable-stayed canopy structure," includes a rigid fish-belly suspended truss 11, a ridge cable 12, side cables, distributed stabilizing cables 13, A-shaped support columns 16, and end support columns 17. Two A-shaped support columns 16 are supported at both ends of the rigid fish-belly suspended truss 11; the end support columns 17 are located on the outside of the A-shaped support columns 16, and the ridge cable 12 connects the A-shaped support columns 16 and the end support columns 17. For details of the specific structure, please refer to Embodiment 2. Here, "detached" means that all components of the overall cable-stayed canopy structure are not connected to the existing pedestrian bridge structure, nor is there any internal force transmission relationship; it is a completely detached structure.

[0046] In this embodiment, the underground tension internal force balance structure based on the existing foundation system includes an integrated modification structure of the existing foundation and an anti-overturning counterweight structure 23. The integrated modification structure and the anti-overturning counterweight structure 23 work together to resist the overturning moment and sliding load transmitted from the above-ground structure to the foundation, ensuring the stability and safety of the modified foundation and its supported superstructure. The above-ground structure refers to all structures above the foundation, including all structures of the existing pedestrian bridge above the foundation and the newly added canopy modification-related structures above the foundation.

[0047] There are two approaches to the integrated renovation of existing foundations: the first is to install a large-size reinforced concrete ground beam structure to connect the existing foundations into a unified overall foundation style, ensuring greater overall rigidity; the second is to install an integrated raft slab structure to connect the existing foundations into a unified overall foundation style, ensuring absolute overall rigidity. The choice between the two renovation styles is determined by the actual implementation conditions, and the integrated foundation style can be preferred when implementation conditions permit. That is to say, in this embodiment, the integrated renovation structure of the existing foundation uses a large-size cast-in-place reinforced concrete ground beam structure 21 or an integrated raft slab structure 22 to connect the existing pier foundations into an integrated foundation structure, serving as part of the anti-overturning and anti-slip components of the underground tension internal force balance structure; here, "large-size" refers to a size larger than the existing pier foundation size, and the specific size is sufficient to meet the mechanical requirements after the renovation. In other words, the underground tension internal force balance structure has a cast-in-place reinforced concrete ground beam structure 21 or an integrated raft slab structure 22 installed on the existing pier foundation, and the cast-in-place reinforced concrete ground beam structure 21 or the integrated raft slab structure 22 is connected to the existing pier foundation as an integrated foundation structure.

[0048] The anti-overturning counterweight structure 23 is mainly selected in conjunction with the modified foundation connected to the ground beam. It is positioned in the opposite direction of the overturning moment of the above-ground structure, utilizing the counterweight structure to balance the overturning moment. Specifically, the anti-overturning counterweight structure 23 is an additional cast-in-place reinforced concrete counterweight block connected to the existing pier foundation. Positioned in the opposite direction of the overturning moment of the above-ground structure, the anti-overturning counterweight structure 23 serves as part of the anti-overturning and anti-slip components of the underground tension internal force balance structure. The anti-overturning counterweight structure 23 and the integrated modification structure of the existing foundation work together to meet the anti-overturning and anti-slip bearing requirements of the underground tension internal force balance structure.

[0049] In this embodiment, the above-ground tensioned internal force balance structure based on the existing bridge pier system includes an external reinforcement structure, a lateral force modification structure, and a tensioned internal force cable-stayed rod system balance structure. The external reinforcement structure and the lateral force modification structure are integral modifications to the existing bridge pier system, providing reaction force balance supports in the above-ground internal force balance structure. The tensioned internal force cable-stayed rod system balance structure is the transmission structure for the tensioned cable forces of the upper canopy, responsible for changing the direction of the cable forces and transmitting them to the integrally modified lateral force modification structure of the bridge pier.

[0050] In this embodiment, the external reinforcement structure, the lateral force modification structure, and the tension internal force cable-stayed system balance structure added to the existing pier system together constitute the above-ground tension internal force balance structure of the existing pier system. This part is responsible for completing the above-ground balance of the tension force of the upper canopy and relies on the underground tension internal force balance structure to ensure its own stability.

[0051] In one optional embodiment, the external reinforcement structure uses an external steel plate 24. For the existing pier system, the external steel plate 24 is installed outside the existing pier column 200 and fixedly mounted thereon. For example, if the existing pier is a steel-concrete composite pier, the external steel plate 24 is welded to the existing steel-concrete composite pier to jointly form a reinforced composite steel-concrete composite pier component. Optionally, the external steel plate 24 can be a hollow sleeve structure, formed by butt-welding two steel plates. The two steel plates are fastened to the outside of the existing pier column 200, forming a wrapping reinforcement of the existing pier column 200. The specific shape and size of the external steel plate 24 are adapted to the shape and size of the existing pier column 200. Simultaneously, an external reinforced concrete reinforcement structure is added to the portion of the existing pier buried in the soil, further reinforcing the existing foundation to form the modified pier foundation, thereby ensuring the coordinated operation of the old and new structures and transferring the superstructure load to the reinforced foundation.

[0052] In this embodiment, the lateral force modification structure of the existing pier system is to install inter-column steel beams 25 between all the externally reinforced piers. That is, inter-column steel beams 25 are installed between all the existing pier columns 200 with external steel plates 24. Multiple inter-column steel beams 25 are connected to the external steel plates 24 of the existing pier columns 200 to form a steel-concrete composite frame structure. Specifically, the lateral force modification structure includes multiple inter-column steel beams 25, which are connected to the external steel plates 24 of the existing pier columns 200 to form a steel-concrete composite frame structure.

[0053] Furthermore, steel support members 26 are also installed in directions with greater load-bearing capacity. Specifically, the lateral force modification structure also includes steel support members 26, which consist of vertical tube members and inclined tube members. Both vertical and inclined tube members are made of steel pipes. The vertical tube members are parallel to the existing pier column 200, with their top ends vertically connected to the inter-column steel beam 25, and their bottom ends fixed within the modified pier foundation. One end of the inclined tube member is connected to the lower part of the vertical tube member, and the other end is connected to the top of the outer steel plate 24 on the existing pier column 200. The vertical tube members, inclined tube members, and inter-column steel beam 25 form a triangular support. By installing steel support members 26, the lateral force modification structure of the existing pier system becomes a supported steel-concrete frame structure. The above-mentioned integrated lateral force modification structure constitutes the main ground force balance structure for balancing the internal forces of the upper canopy cable net structure.

[0054] In this embodiment, the tension internal force cable system balance structure is set between the end support column 17 and the modified and reinforced integral pier system, which is responsible for changing the direction of the tension cable force of the upper canopy cable net structure and transmitting it to the ground tension internal force balance structure.

[0055] In one alternative embodiment, the tensioned internal force cable-stayed system balance structure includes a flexible cable 29 and a rigid support rod assembly. The upper end of the cable 29 is connected to an end support column 17, and the other end is connected to the support rod assembly. The support rod assembly is connected to the outer reinforcement structure and the lateral force resisting modification structure. The rigid support rod assembly provides rigid support for the cable force transmission guide; the flexible cable 29 and the partially tensioned rigid support rod assembly, arranged according to the support conditions, can change the direction of the tension force transmission of the upper canopy and guide it to the ground tensioned internal force balance structure. This scheme is particularly suitable for situations where the road space does not meet the requirements for direct placement of ground-mounted cables, and therefore the tensioned cable force of the upper canopy can only be changed and transmitted to the lateral force resisting modification structure of the ground tensioned internal force balance structure through the tensioned internal force cable-stayed system balance structure.

[0056] Specifically, the support rod assembly includes two horizontal support rods 27 and one diagonal support rod 28. That is, each group of tensioned internal force cable-stayed systems includes one diagonal support rod 28 and two horizontal support rods 27. One horizontal support rod 27 is vertically connected to the upper part of the outer steel plate 24, and the other horizontal support rod 27 is connected to an adjacent outer steel plate 24 or to the inter-column steel beam 25. The two horizontal support rods 27 and the inter-column steel beam 25 form a horizontally arranged triangular support structure. The diagonal support rod 28 is arranged at an angle. The lower end of the diagonal support rod 28 is connected to the lower part of the outer steel plate 24, and the upper end of the diagonal support rod 28 is connected to the two horizontal support rods 27. In each group, the diagonal support rod 28 and one of the horizontal rods form a vertically arranged triangular support structure with the outer steel plate 24. The lower end of the cable 29 is connected to the connection node between the diagonal support rod 28 and the two horizontal support rods 27 through a cable clamp.

[0057] It should be noted that each end support column 17 can connect to two sets of tensioned internal force cable-stayed system balance structures; of course, it is understood that the cables 29 connected to the end support column 17 may not be connected to the support rod assembly, but may be directly connected to a nearby elevator or other structure 300 with sufficient load-bearing capacity, depending on the specific on-site construction conditions. See [reference needed]. Figure 1 .

[0058] Compared with the prior art, the detachable internal force balance additional canopy modification structure for existing pedestrian overpasses provided in this embodiment has the following beneficial effects:

[0059] 1. The additional canopy is separated from the existing bridge structure. It is a new type of renovation structure in which the additional load and additional system of the canopy do not have any additional impact on the existing bridge structure. Moreover, the new type of additional canopy structure with a light appearance adopts a prestressed tensioned cable net structure. By setting an internal force balance structure, the reaction force balance problem of the tensioned structure is effectively solved, and no additional impact is had on the existing bridge structure.

[0060] 2. The external reinforcement structure, lateral force modification structure, and tension internal force cable-stayed system added to the existing pier system together constitute the above-ground tension internal force balance structure of the existing pier system. This part is responsible for completing the above-ground balance of the tension force of the upper canopy and relies on the underground tension internal force balance structure to ensure its own stability.

[0061] 3. By integrating the existing foundation with the overall structural modification and the anti-overturning counterweight structure, the overturning moment and sliding load transmitted from the above-ground structure to the foundation are jointly resisted, ensuring the stability and safety of the modified foundation and the superstructure it supports.

[0062] Example 2

[0063] Another specific embodiment of the present invention, such as Figures 1 to 4 , Figures 8 to 9 As shown, a detached additional spatial prestressed cable-net canopy structure in Embodiment 1 is specifically disclosed, which can be simply referred to as a "cable-net canopy structure". It includes a locally rigid boundary member, a flexible cable-net structure system, and vertical support members. The locally rigid boundary member has a rigid fish-belly suspended truss 11, which is located at the top of the cable-net canopy structure. The flexible cable-net structure system is connected to the rigid fish-belly suspended truss 11. The flexible cable-net structure system has a ridge cable 12, side cables, and distributed stabilizing cables 13. The side cables include a large-span side cable 14 and lateral side cables 15, and the large-span side cable 14 is a water-type side cable. The structure is horizontal or nearly horizontal; the vertical support members have A-shaped support columns 16 and end support columns 17, with the two A-shaped support columns 16 supporting both ends of the rigid fish-belly suspended truss 11; the end support columns 17 are located on the outside of the A-shaped support columns 16, and the A-shaped support columns 16 and the end support columns 17 are connected by a ridge cable 12; the end support columns 17 are connected to the lateral force modification structure on the existing pier system through a tensioned internal force cable system balance structure, which is configured to change the direction of the tension cable force of the upper detached additional spatial prestressed tensioned cable net canopy structure and transfer it to the lateral force modification structure on the existing pier system.

[0064] In this embodiment, the horizontal load-bearing components include rigid suspended truss components, flexible spine cables 12 and side cable components, and flexible distributed stabilizing cables 13 components. Through a semi-rigid, semi-flexible tension structure, the structural form requirements are met, and high-efficiency structural load-bearing is achieved. The vertical load-bearing components include A-shaped support columns 16 and end support columns 17. The A-shaped support column 16 is the central vertical support component of the upper tensioned cable net structure, supported at the bottom by the integrated reinforced and modified pier system; and out-of-plane struts are installed to ensure out-of-plane stability. The end support column 17 serves as the end vertical support component of the upper tensioned cable net structure, supported at the bottom by the integrated reinforced and modified pier system; simultaneously, the top of the end support column 17 is connected to the ground tension internal force balance structure via cables 29, ensuring the downward transmission of tension cable forces. The overall tensioned canopy renovation structure transfers the vertical load to the overall reinforced bridge pier system through the A-shaped support column 16 and the end support column 17; and transfers the tension internal force of the canopy structure to the overall reinforced bridge pier system through the tension cable 29 and support rod assembly connected to the top of the end support column 17.

[0065] In this embodiment, the lower ends of the end support column 17 and the A-shaped support column 16 can be directly connected to the top of the outer steel plate 24; the rigid support rod assembly of the tensioned internal force cable system can be directly connected to the inter-column steel beam 25 or the outer steel plate 24; the lateral stabilizing rod 163 of the A-shaped support column 16 can be directly connected to the inter-column steel beam 25.

[0066] In this embodiment, the rigid fish-belly suspended truss 11, the ridge cable 12, the side cable, and the distributed stabilizing cable 13 form the upper tensioned cable net structure. The ridge line areas at some key locations of the upper tensioned cable net structure are replaced with the rigid fish-belly suspended truss 11, which can effectively match the flexible shape requirements of specific buildings. Specifically, the rigid fish-belly suspended truss 11 has a double-fish-belly shaped structure in plan and a suspended hollow truss structure in vertical direction. That is to say, the rigid fish-belly suspended truss 11 is implemented using a planar double-fish-belly shaped and a vertical suspended hollow truss style. The rigid fish-belly suspended truss 11 has a double-fish-belly shaped arrangement in plan to match the building shape; the vertical suspended hollow truss style matches the building shape while utilizing the suspension effect to effectively improve the load-bearing efficiency of the hollow truss, effectively achieving a high-efficiency load-bearing mode under tension / bending. The rigid fish-belly suspended truss 11 is made of high-strength materials (such as high-strength steel, aluminum alloy, etc.) and has a cross-sectional dimension that is subjected to both tension and compression. It belongs to the category of rigid components. Its structural shape is basically matched with the existing road and bridge building schemes. It does not require the form-finding requirement of the flexible boundary of the cable structure and better adapts to the shape design requirements of the existing road and bridge building.

[0067] In this embodiment, the boundaries and ridges of the tensioned cable net canopy structure are mainly achieved through flexible cable structures, namely ridge cables 12 and edge cables. This type of arrangement utilizes the characteristics of flexible cable structures, such as being only under tension and capable of applying prestress, to complete the structural form-finding based on the internal force equilibrium conditions. The resulting tensioned cable net canopy structure has a reasonable external load-bearing capacity, high work efficiency, and saves on structural materials. Ridge cables 12, edge cables, and distributed stabilizing cables 13 together constitute the cable net surface. Ridge cables 12 serve as the boundary cable structure of the cable net surface; edge cables serve as the boundary components of the cable net structure; and distributed stabilizing cables 13 are the distributed load-bearing system for each cable net interface, supporting the covering system attached to the cable net and providing stable support for the entire ridge cables 12 and edge cables. The aforementioned ridge cables 12, edge cables, and distributed stabilizing cables 13 together constitute the flexible part of the entire cable net structure system, which is the range for prestressing tensioning and serves as the main distribution and attachment range of the upper covering system.

[0068] In this embodiment, the A-shaped support column 16 provides distributed support in the middle of the tensioned cable net canopy, effectively sharing the vertical load of the cable net coverage area. Each A-shaped support column 16 has two end support columns 17 on its outer side, and the top of each end support column 17 is connected to the top of the A-shaped support column 16 through a ridge cable 12; and there are four end connection points between the large span direction side cable 14, the lateral side cable 15 and the ridge cable 12, and each of the four end connection points is connected to the top of an end support column 17 through a locking clamp.

[0069] Furthermore, the A-shaped support column 16 is equipped with an extended short column 161, which connects to the large-span side cable 14 to provide central support for the large-span side cable 14. The extended short column 161 serves as a multi-span branching point for the low-curvature large-span side cable 14, controlling its cable force state. By utilizing the A-shaped support column 16 and its extended short column 161, central support is provided for the low-curvature large-span side cable 14, effectively dividing the large-span side cable and ensuring reasonable control of the maximum single-span of the low-curvature side cable, effectively controlling the peak cable force, and thus effectively alleviating the problem of large cable force caused by low curvature.

[0070] In this embodiment, the A-shaped support column 16 has two main rods 162, the tops of the two main rods 162 are connected, and the bottoms of the two main rods 162 are connected to the pier system.

[0071] In one alternative embodiment, the A-shaped support column 16 is equipped with lateral stabilizing bars 163. The lateral stabilizing bars 163 are located outside the plane containing the two main columns 162. Specifically, two lateral stabilizing bars 163 are provided, with one lateral stabilizing bar 163 connected to the lower middle part of each main column 162. The lateral stabilizing bars 163 are connected to the lateral force-resisting modification structure installed on the existing pier system. This structural configuration effectively ensures the out-of-plane stability of the A-shaped support column 16 and provides the necessary out-of-plane bearing capacity.

[0072] In one alternative embodiment, the A-shaped support column 16 is also provided with a balance tie rod 164. The balance tie rod 164 is arranged horizontally, and its two ends are connected to the lower middle part of the two main rods 162. This structure effectively solves the problem of in-plane thrust caused by the A-shaped body, and constitutes a self-balancing internal force structure system.

[0073] Optionally, the lower middle sections of the two main rods 162 have a turning point, and the portion of the main rod 162 below the turning point bends inward toward the space between the two main rods 162. The balance tie rod 164 and the lateral stabilizer bar 163 are both connected at the turning point position in the lower middle section of the main rods 162.

[0074] Unlike traditional spatial cable net tensioning structures where the side cables all have high curvature, the side cables 14 in this embodiment adopt a low curvature design for the long-span direction. The curvature of the side cables 14 in the long-span direction is smaller, closer to a straight state, which can meet the requirements of building form flexibility. In this embodiment, the side cables 14 in the long-span direction are horizontal or nearly horizontal, meaning that the side cables 14 in the long-span direction have small curvature and are basically horizontal in visual effect.

[0075] In one alternative embodiment, the end support column 17 is inclined away from the A-shaped support column 16. This structural arrangement can improve the support stability of the end support column 17. That is, the end support column 17 is arranged at an angle, such that there is a certain angle between the end support column 17 and the vertical plane. This angle is the inclination angle of the end support column 17. Optionally, the inclination angle of the end support column 17 is 15°-60°, preferably 25°-30°.

[0076] In this embodiment, by controlling the pretension of the distribution stabilizing cable 13 perpendicular to the side cable 14 in the low-curvature, large-span direction, the minimum standard level is ensured, that is, it is preferable to maintain the standard of no slackening and no slackening of the main cable net surface under the main verification conditions. For example, among the multiple intersecting distribution stabilizing cables 13, some are perpendicular to the side cable 14 in the large-span direction, and some are parallel to the side cable 14 in the large-span direction; wherein, the pretension of the distribution stabilizing cable 13 perpendicular to the side cable 14 in the large-span direction can be set between 3kN and 5kN. Since the cable force of the side cable 14 in the low-curvature, large-span direction is mainly caused by this portion of the perpendicular distribution stabilizing cable 13, this measure can effectively control the cable force level of the low-curvature side cable.

[0077] Compared with the prior art, the detachable additional spatial prestressed cable net canopy structure provided in this embodiment can achieve the following beneficial effects:

[0078] 1. This application utilizes a local rigid boundary member, namely a rigid fish-belly suspended truss, to replace the top ridge cable structure in the existing spatial cable net system. The rigid fish-belly suspended truss, together with the flexible ridge cable, side cable, and distributed stabilizing cable, jointly constructs the overall cable net structure planar support system. By adopting semi-rigid and semi-flexible spatial cable net boundary members, the vertical stiffness and lateral stiffness of the overall structure are effectively improved, and the vertical deformation of the main body of the tensioned cable net canopy structure and the horizontal deformation under horizontal loads such as wind loads are effectively controlled, significantly improving the stability and structural safety of the overall structure.

[0079] 2. Unlike traditional spatial cable net tensioning structures where the side cables all have large curvature, this application utilizes the segmented support of A-shaped support columns and the application of vertically distributed stabilizing cables to apply low stress, effectively controlling the side cable force state under low curvature conditions, and realizing the design scheme of using small curvature and large span directional side cables for tensioned cable net canopy structures.

[0080] 3. This application combines the advantages of reasonable load-bearing capacity of tensioned structures with the boundary shaping advantages of local rigid components, while simultaneously meeting the requirements of structural rationality and efficiency as well as architectural flexibility and aesthetics.

[0081] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of this application. It should be understood that the above description is only a specific embodiment of this application and is not intended to limit the scope of protection of this application. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the scope of protection of this application.

Claims

1. A detachable internal force balance canopy modification structure suitable for existing pedestrian overpasses, characterized in that, include: The detachable additional spatial prestressed tensioned cable net canopy structure is not directly connected to the existing bridge structure. This structure includes a rigid fish-belly suspended truss, ridge cables, side cables, distributed stabilizing cables, A-shaped support columns, and end support columns. The rigid fish-belly suspended truss, ridge cables, side cables, and distributed stabilizing cables form the upper tensioned cable net structure. The ridge cables, side cables, and distributed stabilizing cables together constitute a flexible cable net surface. Two A-shaped support columns support the two ends of the rigid fish-belly suspended truss. The end support columns are located outside the A-shaped support columns, and the ridge cables connect the A-shaped support columns and the end support columns. The above-ground tensioned internal force equilibrium structure has an external reinforcement structure, a lateral force modification structure, and a tensioned internal force cable-stayed system equilibrium structure set on the basis of the existing pier system; The external reinforcement structure is installed on the existing pier, and the lateral force modification structure is connected to the external reinforcement structure of the existing pier. The tensioned internal force cable-stayed system balance structure connects the lateral force resisting modification structure and the detached additional spatial prestressed cable net canopy structure. It is configured to change the direction of the tension cable force of the upper detached additional spatial prestressed cable net canopy structure and transfer it to the ground tensioned internal force balance structure. The tensioned internal force cable-stayed system balance structure includes flexible cables and rigid support rod assemblies. The upper end of the cable is connected to the end support column, and the other end is connected to the support rod assembly. The support rod assembly is connected to the outer reinforcement structure and the lateral force resisting modification structure.

2. The detachable internal force balance auxiliary canopy renovation structure for existing pedestrian overpasses according to claim 1, characterized in that, It also includes underground tension internal force balance structures, which have cast-in-place reinforced concrete ground beam structures or integral raft slab structures set on the foundation of existing bridge piers. The cast-in-place reinforced concrete ground beam structures or integral raft slab structures are connected with the existing bridge pier foundations to form an integral foundation structure.

3. The detachable internal force balance auxiliary canopy renovation structure for existing pedestrian overpasses according to claim 2, characterized in that, The underground tension internal force balance structure is also equipped with an anti-overturning counterweight structure, which is connected to the existing bridge pier foundation. The anti-overturning counterweight structure is set at the opposite position of the overturning moment of the above-ground structure.

4. The detachable internal force balance auxiliary canopy renovation structure for existing pedestrian overpasses according to claim 1, characterized in that, The external reinforcement structure uses an external steel plate, which is fixed to the outside of the existing pier column; and an external reinforced concrete reinforcement structure is added to the part of the existing pier buried in the soil, which further reinforces the existing foundation to form the modified pier foundation.

5. The detachable internal force balance auxiliary canopy renovation structure for existing pedestrian overpasses according to claim 4, characterized in that, The lateral force resisting modification structure includes multiple inter-column steel beams, which together with the outer steel plates of the existing piers form a steel-concrete composite frame structure.

6. The detachable internal force balance auxiliary canopy renovation structure for existing pedestrian overpasses according to claim 5, characterized in that, The lateral force resisting modification structure also includes steel support components, which include vertical tube components and inclined tube components. The top end of the vertical tube component is vertically connected to the steel beam between the columns, and the bottom end of the vertical tube component is fixed in the modified pier foundation. One end of the inclined tube component is connected to the lower part of the vertical tube component, and the other end is connected to the top of the outer steel plate on the existing pier column. The vertical tube component, the inclined tube component, and the steel beam between the columns form a triangular support.

7. The detachable internal force balance auxiliary canopy renovation structure for existing pedestrian overpasses according to claim 1, characterized in that, The support rod assembly includes two horizontal support rods and one diagonal support rod. One horizontal support rod is vertically connected to the upper part of the outer steel plate, and the other horizontal support rod is connected to an adjacent outer steel plate or to the inter-column steel beam. The lower end of the diagonal support rod is connected to the lower part of the outer steel plate, and the upper end of the diagonal support rod is connected to the two horizontal support rods. The lower end of the cable is connected to the connection node between the diagonal support rod and the two horizontal support rods via a cable clamp.

8. The detachable internal force balance auxiliary canopy renovation structure for existing pedestrian overpasses according to claim 1, characterized in that, The side cable has a large span direction side cable and a lateral side cable, and the large span direction side cable is horizontal or approximately horizontal.

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