Disconnection type internal force balance additional awning transformation structure suitable for existing pedestrian overpass

Abstract

The invention belongs to the field of reconstruction construction of fabricated buildings and public buildings, and particularly relates to a disengagement type internal force balance additional awning reconstruction structure suitable for an existing pedestrian overpass, which comprises a disengagement type additional space prestress tension cable net awning structure; the overground tensioning internal force balance structure is provided with an outer wrapping strengthening structure, a lateral force resisting transformation structure and a tensioning internal force cable-strut system balance structure which are arranged on the basis of an existing pier system. The outer wrapping strengthening structure is arranged on the existing pier column, and the lateral force resistance transformation structure is connected to the outer wrapping strengthening structure of the existing pier column. And the tensioning internal force cable-strut system balance structure is connected between the lateral force resistance transformation structure and the disengagement type additional space prestress tensioning cable net awning structure, and is configured to change the direction of the tensioning cable force of the upper disengagement type additional space prestress tensioning cable net awning structure and transmit the tensioning cable force to the overground tensioning internal force balance structure. The additional awning is separated from the existing bridge body, and additional influence is generated on the existing bridge body structure.

Description

Technical Field

[0001] This application belongs to the technical field of prefabricated buildings and public building renovation construction, and particularly relates to a detached internal force balance additional canopy renovation structure applicable to existing pedestrian overpasses. Background Art

[0002] For existing pedestrian overpass structures, in most cases, an open structure without a structural canopy is adopted. Although it has advantages such as simple structure and low cost, due to the absence of a structural canopy, the pedestrian usage experience in weather conditions such as rain, snow, and intense sunlight is relatively poor. Corresponding to the above situation, the following problems exist in common additional canopy renovation strategies:

[0003] Problem 1: Since the newly added canopy structure needs to be structurally connected to the existing bridge structure, the vertical and horizontal loads of the newly added canopy structure need to be transferred to the existing bridge structure. Under such conditions, due to the substantial connection between the new and old structures, which belongs to a collaborative bearing structure system, the impact on the existing bridge structure is relatively large, and its vertical bearing capacity, horizontal bearing capacity, structural stability performance, and structural comfort conditions will all change significantly, most likely leading to a significant increase in the renovation and reinforcement work volume of the existing bridge, and the structural implementation conditions and cost situation are relatively unfavorable.

[0004] Problem 2: Considering the connection and collaborative work impact between the new and old structures, the newly added canopy style usually selects a rigid structure canopy with a non-prestressed tensioning style to avoid the adverse impact of the tensioning cable force on the excessive support reaction force of the existing structure. Under such conditions, the newly added canopy style is restricted by the rigid structure and cannot adopt relatively aesthetically pleasing and slender light prestressed structures such as spatial tensioned cable nets, and the architectural appearance of the canopy is relatively limited.

[0005] Based on the above problems, it can be seen that when adding a canopy to an existing pedestrian overpass structure, the strategy of disconnecting the new and old structures is usually not adopted, resulting in possible additional renovation requirements for the existing bridge structure; at the same time, the newly added canopy structure is restricted by the need to control the additional reaction force on the existing bridge structure and is 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 embodiments of the present invention aim to provide a detached internal force balance additional canopy renovation structure applicable to existing pedestrian overpasses to solve at least one of the above problems existing in the prior art.

[0007] The object of the present invention is achieved as follows:

[0008] A detached internal force balance additional canopy renovation structure applicable to existing pedestrian overpasses, comprising:

[0009] The detachable additional space prestressed tension cable net awning structure is not directly connected to the bridge body of the existing pedestrian bridge;

[0010] The ground tension internal force balance structure has an outer strengthening structure, a lateral force resistance transformation structure, and a tension internal force cable-bar system balance structure arranged on the basis of the existing pier system; the outer strengthening structure is arranged on the existing pier columns, and the lateral force resistance transformation structure is connected to the outer strengthening structure of the existing pier columns;

[0011] Among them, the tension internal force cable-bar system balance structure is connected between the lateral force resistance transformation structure and the detachable additional space prestressed tension cable net awning structure, and is configured to change the direction of the tension cable force of the upper detachable additional space prestressed tension cable net awning structure and transmit 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 structure arranged on the basis of the existing pier foundation, and the cast-in-place reinforced concrete ground beam structure or the integral raft structure is connected to the existing pier foundation to form an integral foundation structure.

[0013] Furthermore, the underground tension internal force balance structure is also provided with an anti-overturning counterweight structure, which is connected to the existing pier foundation, and the anti-overturning counterweight structure is arranged at the reverse position of the overturning moment of the ground structure.

[0014] Furthermore, the outer strengthening structure adopts an outer steel plate, and the outer steel plate is fixedly arranged outside the existing pier columns; and at the part of the existing pier bottom buried in the soil, an outer reinforced concrete strengthening structure is added to further reinforce the existing foundation to form a transformed pier foundation.

[0015] Furthermore, the lateral force resistance transformation structure includes multiple inter-column steel beams, and the multiple inter-column steel beams are connected to the outer steel plate outside the existing pier columns and jointly form a concrete-filled steel tube frame structure.

[0016] Furthermore, the lateral force resistance transformation structure also includes steel support members, and the steel support members include vertical pipe members and inclined pipe members. The top of the vertical pipe member is vertically connected to the inter-column steel beam, and the bottom of the vertical pipe member is fixed in the transformed pier foundation; one end of the inclined pipe member is connected to the lower part of the vertical pipe member, and the other end is connected to the top of the outer steel plate on the existing pier column. The vertical pipe member, the inclined pipe member, and the inter-column steel beam form a triangular support.

[0017] Furthermore, the detachable additional space prestressed cable net awning structure includes a rigid fish-belly cantilever truss, a ridge cable, side cables, distributed stabilizing cables, A-shaped support columns, and end support columns. The two A-shaped support columns support the two ends of the rigid fish-belly cantilever truss; the end support columns are arranged outside the A-shaped support columns, and the ridge cable is connected between the A-shaped support columns and the end support columns.

[0018] Furthermore, the balance structure of the tension internal force cable-bar system includes flexible cables 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 strengthening structure and the lateral force resistance transformation structure.

[0019] Furthermore, the support rod assembly includes two horizontal support rods and an inclined support rod. One of the horizontal support rods 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 steel beam between columns; the lower end of the inclined support rod is connected to the lower part of the outer steel plate, and the upper end of the inclined support rod is connected to the two horizontal support rods; the lower end of the cable is connected to the connection node position of the inclined support rod and the two horizontal support rods through a cable clip.

[0020] Furthermore, the side cables include side cables in the large-span direction and side cables on the side, and the side cables in the large-span direction are horizontal or approximately horizontal.

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

[0022] a) The detachable internal force balance additional awning retrofit structure applicable to existing pedestrian bridges provided by the present invention has the additional awning detached from the existing bridge body, which is a new retrofit structure in which the additional awning load and the additional system do not have an additional impact on the existing bridge body structure; moreover, a new additional awning structure with a light appearance using a prestressed cable net structure is adopted, and by setting an internal force balance structure, the reaction force balance problem of the tension structure is effectively solved, without having an additional impact on the existing bridge body structure.

[0023] b) The detachable internal force balance additional awning retrofit structure applicable to existing pedestrian bridges provided by the present invention, the outer strengthening structure, the lateral force resistance transformation structure, and the balance structure of the tension internal force cable-bar 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 work of the tension force of the upper awning, and relying on the underground tension internal force balance structure to ensure its own stability.

[0024] c) The detachable internal force balance additional awning retrofit structure applicable to existing pedestrian overpasses provided by the present invention, through the integral retrofit structure of the existing foundation and the anti-overturning counterweight structure, jointly resists the overturning moment and sliding load transmitted from the above-ground structure to the foundation part, ensuring the stable and safe operation of the foundation part and the upper structure it supports after the retrofit. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] In order to more clearly illustrate the technical solutions in the embodiments of this specification or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings described below are only some embodiments recorded in the embodiments of this specification. For those of ordinary skill in the art, other drawings can also be obtained based on these drawings.

[0026] Figure 1 Partial structure schematic diagram of the detachable internal force balance additional awning retrofit structure applicable to existing pedestrian overpasses provided by the present invention Figure 1 ;

[0027] Figure 2 Partial structure schematic diagram of the detachable internal force balance additional awning retrofit structure applicable to existing pedestrian overpasses provided by the present invention Figure 2 ;

[0028] Figure 3 Structure schematic diagram of the detachable internal force balance additional awning retrofit structure applicable to existing pedestrian overpasses provided by the present invention;

[0029] Figure 4 On-site implementation effect diagram of the detachable internal force balance additional awning retrofit structure applicable to existing pedestrian overpasses provided by the present invention;

[0030] Figure 5 Structure schematic diagram of the external reinforcement structure and the lateral force resistance retrofit structure provided by the present invention;

[0031] Figure 6 Structure schematic diagram of the external reinforcement structure, the lateral force resistance retrofit structure, and the integral raft foundation structure provided by the present invention;

[0032] Figure 7 Structure schematic diagram of the external reinforcement structure, the lateral force resistance retrofit structure, the cast-in-place reinforced concrete ground beam structure, and the anti-overturning counterweight structure provided by the present invention;

[0033] Figure 8 Side view of the detachable internal force balance additional awning retrofit structure applicable to existing pedestrian overpasses provided by the present invention;

[0034] Figure 9 Top view of the flexible cable net structure system provided by the present invention.

[0035] Reference numerals:

[0036] 100, existing bridge body; 200, existing pier column; 300, structure;

[0037] 11, rigid fish-belly suspension truss; 12, chord; 13, distributed stabilizing cable; 14, side cable in the long-span direction; 15, side cable; 16, A-shaped support column; 161, extended short column; 162, main rod; 163, lateral stabilizing rod; 164, balancing tie rod; 17, end support column;

[0038] 21, cast-in-place reinforced concrete ground beam structure; 22, integral raft structure; 23, anti-overturning counterweight structure; 24, external steel plate; 25, steel beam between columns; 26, steel support member; 27, horizontal support rod; 28, inclined support rod; 29, cable. Detailed implementation manners

[0039] To make the objectives, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application. Apparently, the described embodiments are some, but not all, of the embodiments of the present application. It should be noted that, without conflict, the implementation manners and features in the present disclosure can be combined with each other, separated, interchanged and / or rearranged. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the scope of protection of the present application.

[0040] In the drawings, for the purpose of clarity and / or description, the dimensions and relative dimensions of components may be exaggerated. When the exemplary embodiments can be implemented differently, the specific process sequences may be executed in a different order from that described. For example, two consecutively described processes may be executed substantially simultaneously or in an order opposite to that described. In addition, the same reference numerals denote the same components.

[0041] The terms used herein are for the purpose of describing particular embodiments and are not intended to be limiting. As used herein, unless the context clearly indicates otherwise, the singular forms "a", "an" and "the" are also intended to include the plural forms. Further, when the terms "comprise" and / or "include" and their variants are used in this specification, it is stated that the stated features, integers, steps, operations, components, assemblies and / or groups thereof exist, but do not preclude the existence or addition of one or more other features, integers, steps, operations, components, assemblies 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 and not as terms of degree, so that they are used to explain the inherent deviations of measured, calculated and / or provided values that would be recognized by a person of ordinary skill in the art.

[0042] Embodiment 1

[0043] A specific embodiment of the present invention discloses a detachable type internal force balance additional canopy reconstruction structure applicable to an existing pedestrian overpass. Among them, 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] As Figures 1 to 9 shown, the detachable type internal force balance additional canopy reconstruction structure applicable to an existing pedestrian overpass includes a detachable type additional space prestressed tensioned cable net canopy structure, a ground tensioned internal force balance structure and an underground tensioned internal force balance structure; the detachable type additional space prestressed tensioned cable net canopy structure is not directly connected to the existing bridge body 100 of the existing pedestrian overpass; the ground tensioned internal force balance structure has an outer package strengthening structure, a lateral force resistance reconstruction structure and a tensioned internal force cable and rod system balance structure arranged on the basis of the existing pier system; the outer package strengthening structure is arranged on the existing pier columns 200, and the lateral force resistance reconstruction structure is connected to the outer package strengthening structure of the existing pier columns 200; wherein, the tensioned internal force cable and rod system balance structure is connected between the lateral force resistance reconstruction structure and the detachable type additional space prestressed tensioned cable net canopy structure, and is configured to change the direction of the tensioned cable force of the upper detachable type additional space prestressed tensioned cable net canopy structure and transmit it to the ground tensioned internal force balance structure.

[0045] In this embodiment, the detachable additional space prestressed cable net awning structure, which can be simply referred to as the "cable net awning 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. The two A-shaped support columns 16 support the two ends of the rigid fish-belly suspended truss 11; the end support columns 17 are arranged outside the A-shaped support columns 16, and a ridge cable 12 is connected between the A-shaped support columns 16 and the end support columns 17. For the specific structure, please refer to Embodiment 2. Here, "detachable" means that all components of the overall cable net awning structure are not connected to the bridge body part of the existing pedestrian bridge, nor is there an internal force transfer relationship, which belongs to a completely detached treatment structure.

[0046] In this embodiment, the underground tension internal force balance structure based on the existing foundation system includes the existing foundation integration reconstruction structure and the anti-overturning counterweight structure 23. Through the existing foundation integration reconstruction structure and the anti-overturning counterweight structure 23, they jointly resist the overturning moment and sliding load transmitted from the above-ground structure to the foundation part, ensuring the stability and safety of the reconstructed foundation part and the upper structure it supports. Among them, the above-ground structure refers to all structures above the foundation, including all structures of the existing pedestrian bridge above the foundation and the awning reconstruction-related structures added above the foundation.

[0047] When carrying out the existing foundation integration reconstruction structure, there are two methods: the first is to set a large-size reinforced concrete ground beam structure to connect the existing foundations into a unified overall foundation style to ensure greater overall stiffness; the second is to set an integral raft structure to connect the existing foundations into a unified overall foundation style to ensure absolute overall stiffness. The selection of the two reconstruction styles is determined according to the actual implementation conditions. When the implementation conditions permit, the integral foundation style can be preferentially selected. That is to say, the existing foundation integration reconstruction structure in this embodiment is to use a large-size cast-in-place reinforced concrete ground beam structure 21 or an integral raft structure 22 to connect the existing pier foundations into an overall foundation structure, serving as partial anti-overturning and anti-sliding components of the underground tension internal force balance structure; here, "large-size" means larger than the size of the existing pier foundation, and the specific size only needs to meet the mechanical requirements after the reconstruction. That is to say, the underground tension internal force balance structure has a cast-in-place reinforced concrete ground beam structure 21 or an integral raft structure 22 set on the basis of the existing pier foundation, and the cast-in-place reinforced concrete ground beam structure 21 or the integral raft structure 22 is connected with the existing pier foundation into an overall foundation structure.

[0048] The anti-overturning counterweight structure 23 is mainly selected in cooperation with the ground beam-connected transformed foundation, and is arranged at the reverse position of the overturning moment of the above-ground structure. By using the counterweight structure, it plays the role of balancing the overturning moment. Specifically, the anti-overturning counterweight structure 23 is an additional cast-in-place reinforced concrete counterweight block, which is connected to the existing pier foundation. The anti-overturning counterweight structure 23 is arranged at the reverse position of the overturning moment of the above-ground structure and serves as part of the anti-overturning and anti-sliding components of the underground tension internal force balance structure. The anti-overturning counterweight structure 23 and the overall transformation structure of the existing foundation work together to jointly meet the anti-overturning and anti-sliding bearing requirements of the underground tension internal force balance structure.

[0049] In this embodiment, the above-ground tension internal force balance structure based on the existing pier system includes an outer wrapping strengthening structure, an anti-lateral force transformation structure, and a tension internal force cable-bar system balance structure. Among them, the outer wrapping strengthening structure and the anti-lateral force transformation structure belong to the overall transformation measures for the existing pier system, providing a reaction force balance support in the above-ground internal force balance structure; the tension internal force cable-bar system balance structure is the transmission structure of the tension force of the upper awning, responsible for changing the direction of the cable force and transmitting it to the anti-lateral force transformation structure of the pier after overall transformation.

[0050] In this embodiment, the outer wrapping strengthening structure, the anti-lateral force transformation structure, and the tension internal force cable-bar 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 work of the tension force of the upper awning and relying on the underground tension internal force balance structure to ensure its own stability.

[0051] In one optional implementation manner, the outer wrapping strengthening structure adopts an outer wrapping steel plate 24. For the existing pier system, the outer wrapping steel plate 24 is arranged outside the existing pier column 200, and the outer wrapping steel plate 24 is fixedly arranged outside the existing pier column 200. Exemplarily, if the existing pier is a concrete-filled steel tube pier, the outer wrapping steel plate 24 is welded to the existing concrete-filled steel tube pier to jointly form a strengthened composite structure concrete-filled steel tube pier member. Optionally, the outer wrapping steel plate 24 can be a hollow sleeve structure and can be formed by butt-welding two parts of steel plates. The two parts of the steel plates are buckled outside the existing pier column 200 to form a surrounding reinforcement of the existing pier column 200. Among them, the specific shape and size of the outer wrapping steel plate 24 are adapted to the shape and size of the existing pier column 200; at the same time, an outer wrapping reinforced concrete strengthening structure is added to the part of the existing pier buried in the soil at the bottom to further reinforce the existing foundation to form a transformed pier foundation, so as to ensure the coordinated work of the new and old structures and transmit the upper structure load to the reinforced foundation part.

[0052] In this embodiment, the lateral force resistance retrofit structure of the existing pier system is to install the steel girders 25 between piers after all the external strengthening retrofits. That is to say, the steel girders 25 are installed between all the existing piers 200 with the external steel plates 24 installed. After multiple steel girders 25 between piers are connected to the external steel plates 24 outside the existing piers 200, they jointly form a concrete-filled steel tube frame structure. Specifically, the lateral force resistance retrofit structure includes multiple steel girders 25 between piers. After multiple steel girders 25 between piers are connected to the external steel plates 24 outside the existing piers 200, they jointly form a concrete-filled steel tube frame structure.

[0053] Furthermore, for some directions with relatively large load-bearing burdens, steel support members 26 are installed at the same time. Specifically, the lateral force resistance retrofit structure further includes steel support members 26. The steel support members 26 include vertical tube members and inclined tube members. Both the vertical tube members and the inclined tube members are steel tubes. The vertical tube members are parallel to the existing piers 200. The top end of the vertical tube member is vertically connected to the steel girders 25 between piers, and the bottom end of the vertical tube member is fixed in the retrofitted 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 external steel plate 24 on the existing pier 200. The vertical tube member, the inclined tube member, and the steel girders 25 between piers form a triangular support. By installing the steel support members 26, the lateral force resistance retrofit structure of the existing pier system forms a concrete-filled steel tube frame structure with supports. The above-mentioned laterally force-resistant retrofit structure after the overall retrofit constitutes the main on-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-bar system balance structure is arranged between the end support columns 17 and the retrofitted and strengthened integral pier system, and is responsible for changing the direction of the tension cable force of the upper canopy cable net structure and transmitting it to the on-ground tension internal force balance structure part.

[0055] In one of the alternative embodiments, the tension internal force cable-bar system balance structure includes a flexible cable 29 and a rigid support rod assembly. The upper end of the cable 29 is connected to the end support column 17, and the other end is connected to the support rod assembly. The support rod assembly is connected to the external strengthening structure and the lateral force resistance retrofit structure. The rigid support rod assembly provides rigid support for the cable force transmission guidance. The flexible cable 29 and some tensioned rigid support rod assemblies are arranged depending on the support conditions, and can change the transmission direction of the upper canopy tension force and guide it to the on-ground tension internal force balance structure part of the lateral force resistance retrofit structure. This solution is particularly suitable for situations where the road surface space does not meet the requirements for directly arranging the floor cables. Therefore, only through the tension internal force cable-bar system balance structure can the tension cable force of the upper canopy be changed in direction and transmitted to the lateral force resistance retrofit structure of the on-ground tension internal force balance structure.

[0056] Specifically, the support rod assembly includes two horizontal support rods 27 and one inclined support rod 28. That is to say, each set of tension internal force cable - rod system includes one inclined support rod 28 and two horizontal support rods 27. One of the horizontal support rods 27 is vertically connected to the upper part of the outer - wrapped steel plate 24, and the other horizontal support rod 27 is connected to an adjacent outer - wrapped steel plate 24 or to the column - between steel beam 25. A horizontally - arranged triangular support structure is formed between the two horizontal support rods 27 and the column - between steel beam 25; the inclined support rod 28 is arranged obliquely. The lower end of the inclined support rod 28 is connected to the lower part of the outer - wrapped steel plate 24, and the upper end of the inclined support rod 28 is connected to the two horizontal support rods 27. The inclined support rod 28, one of the horizontal rods in each group, and the outer - wrapped steel plate 24 form a vertically - arranged triangular support structure; the lower end of the cable 29 is connected to the connection node position of the inclined support rod 28 and the two horizontal support rods 27 through a cable clip.

[0057] It should be noted that each end support column 17 can be connected to two sets of tension internal force cable - rod system balance structures; of course, it can be understood that the cable 29 connected to the end support column 17 can be directly connected to a nearby elevator or other structures 300 with sufficient bearing capacity instead of being connected to the support rod assembly, which is determined according to the on - site construction conditions. Refer to Figure 1 .

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

[0059] 1. The additional canopy is detached from the existing bridge body. It is a new retrofit structure in which the additional load of the canopy and the additional system do not have an additional impact on the structure of the existing bridge body; moreover, a new additional canopy structure with a light appearance of a prestressed tensioned cable - net structure is adopted, and by setting the internal force balance structure, the reaction force balance problem of the tensioned structure is effectively solved without having an additional impact on the structure of the existing bridge body.

[0060] 2. The outer - wrapped strengthening structure, lateral - force - resistant retrofit structure, and tension internal force cable - rod 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 work of the tensile force of the upper canopy and ensuring its own stability relying on the underground tension internal force balance structure.

[0061] 3. Through the overall retrofit structure of the existing foundation and the anti - overturning counterweight structure, the overturning moment and sliding load transmitted from the above - ground structure to the foundation part are jointly resisted, ensuring the stable and safe operation of the foundation part after retrofit and the upper structure it supports.

[0062] Embodiment 2

[0063] Another specific embodiment of the present invention, such as Figures 1 to 4 ,Figures 8 to 9 As shown, it specifically discloses a detachable additional space prestressed cable net awning structure in Embodiment 1, which can be simply referred to as the "cable net awning structure", including local rigid boundary members, a flexible cable net structure system and vertical support members; among them, the local rigid boundary members have a rigid fish-belly overhanging truss 11, and the rigid fish-belly overhanging truss 11 is located at the top of the cable net awning structure; the flexible cable net structure system is connected to the rigid fish-belly overhanging truss 11; the flexible cable net structure system has a ridge cable 12, side cables and distributed stabilizing cables 13; the side cables have side cables 14 in the large-span direction and side cables 15 on the side, and the side cables 14 in the large-span direction are horizontal or approximately horizontal; the vertical support members have A-shaped support columns 16 and end support columns 17, and the two A-shaped support columns 16 support the two ends of the rigid fish-belly overhanging truss 11; the end support columns 17 are arranged outside the A-shaped support columns 16, and a ridge cable 12 is connected between the A-shaped support columns 16 and the end support columns 17; the end support columns 17 are connected to the lateral force-resistant retrofit structure on the existing pier system through a tension internal force cable strut system balance structure, and the tension internal force cable strut system balance structure is configured to change the direction of the cable tension force of the upper detachable additional space prestressed cable net awning structure and transfer it to the lateral force-resistant retrofit structure on the existing pier system.

[0064] In this embodiment, the horizontal load-bearing members include rigid overhanging truss members, flexible ridge cables 12 and side cable members, and flexible distributed stabilizing cable 13 members. Through a semi-rigid and semi-flexible tension structure, the building form requirements are ensured and high-efficiency structural load-bearing is achieved. The vertical load-bearing members include A-shaped support columns 16 and end support columns 17. Among them, the A-shaped support columns 16 are the middle vertical support members of the upper cable net structure and are supported on the pier system after integral strengthening and transformation at the lower part; and out-of-plane bracing rods are provided to ensure out-of-plane stability. The end support columns 17 are the end vertical support members of the upper cable net structure and are supported on the pier system after integral strengthening and transformation at the lower part; at the same time, the top of the end support columns 17 is connected to the on-ground tension internal force balance structure through cables 29 to ensure the downward transfer of the cable tension force. The integral tension awning retrofit structure transfers the vertical load to the pier system after integral strengthening and transformation through the A-shaped support columns 16 and the end support columns 17; and transfers the awning structure tension internal force to the pier system after integral strengthening and transformation through the cables 29 and the support rod assembly connected to the top of the end support columns 17.

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

[0066] In this embodiment, the rigid fish-belly suspension truss 11, the chord 12, the side cables, and the distributed stabilizing cables 13 form the upper tensioned cable net structure. The ridge line areas at some key positions of the upper tensioned cable net structure are replaced by the rigid fish-belly suspension truss 11, which can effectively meet the requirements of the flexible shape of a specific building. Specifically, the plane of the rigid fish-belly suspension truss 11 is a double-web fish-belly structure, and the vertical direction is a suspended open-web truss structure. That is to say, the rigid fish-belly suspension truss 11 is realized in the form of a double-web fish-belly in the plane and a suspended open-web truss in the vertical direction. The plane of the rigid fish-belly suspension truss 11 is arranged in a double-web fish-belly shape to match the building form; in the vertical direction, it is in the form of a suspended open-web truss, which not only matches the building form but also utilizes the suspended effect to effectively improve the load-bearing efficiency of the open-web truss and effectively achieve a high-efficiency load-bearing mode of tension / tension-bending. The rigid fish-belly suspension truss 11 is made of high-strength materials (such as high-strength steel, aluminum alloy, etc.), has a cross-sectional dimension that can bear both tension and compression, belongs to the category of rigid components, and its structural shape basically matches that of existing road and bridge building schemes, without the need for form-finding of the flexible boundary of the cable structure, and better adapts to the design requirements of existing road and bridge building forms.

[0067] In this embodiment, the boundaries and ridge lines of the tensioned cable net awning structure are mainly realized through flexible cable structures, namely the chord 12 and the side cables. Such arranged components utilize the characteristics of flexible cable structures that are only in tension and can apply prestress, and complete the form-finding of the structure according to the structural internal force balance conditions. Finally, the realized tensioned cable net awning structure has a reasonable shape for bearing, high working efficiency, and saves the amount of structural materials. The chord 12, the side cables, and the distributed stabilizing cables 13 together form the cable net surface. Among them, the chord 12 is used as the demarcation cable structure of the cable net surface; the side cables are used as the boundary components of the cable net structure; the distributed stabilizing cables 13 are the distributed load-bearing systems of each cable net interface, support the covering system attached to the cable net, and provide stable support for the chord 12 and the side cables. The above-mentioned chord 12, side cables, and distributed stabilizing cables 13 together form the flexible part of the entire cable net structure system, which is the scope of prestress tension implementation and the main distribution attachment scope of the upper covering system.

[0068] In this embodiment, the A-shaped support columns 16 provide distributed support in the middle of the tensioned cable net awning, effectively sharing the vertical load in the cable net coverage area. There are two end support columns 17 on the outside of each A-shaped support column 16. The top of each end support column 17 is connected to the top of the A-shaped support column 16 through a chord 12; and there are four end connection points among the long-span side cable 14, the side cable 15 on the side, and the chord 12. The four end connection points are respectively connected to the top of an end support column 17 through a clamp.

[0069] Furthermore, an extended short column 161 is provided on the A-shaped support column 16, and the extended short column 161 is connected to the large-span direction side cable 14, and is used to provide middle support for the large-span direction side cable 14. The extended short column 161 serves as a multi-span branch seat of the low-curvature large-span direction side cable 14 to control its cable force state. The A-shaped support column 16 and the extended short column 161 thereon are used to provide middle support for the low-curvature large-span direction side cable 14, effectively divide the large-span side cable, ensure reasonable control of the maximum single-section span of the low-curvature side cable, and effectively control the cable force peak, thereby 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 optional embodiment, the A-shaped support column 16 is provided with a lateral stabilizing rod 163, which is located outside the plane where the two main rods 162 are located. Specifically, two lateral stabilizing rods 163 are provided, and a lateral stabilizing rod 163 is connected to the middle and lower part of each main rod 162. The lateral stabilizing rod 163 is connected to the lateral force resistance modification structure provided on the existing pier system. This structural setting effectively ensures the out-of-plane stability of the A-shaped support column 16 and provides the necessary out-of-plane load-bearing performance.

[0072] In one of the optional embodiments, the A-shaped support column 16 is also provided with a balancing tie rod 164, which is arranged horizontally, and the two ends of the balancing tie rod 164 are connected to the middle and lower parts of the two main rods 162. This structural arrangement effectively solves the in-plane thrust problem caused by the A-shaped body and constitutes an internal force self-balancing structural system.

[0073] Optionally, the middle and lower parts of the two main rods 162 have a turning point, and the main rod 162 part below the turning point is bent toward the inside of the space between the two main rods 162. The balancing tie rod 164 and the lateral stabilizing rod 163 are both connected to the turning point position of the middle and lower part of the main rod 162.

[0074] Different from the traditional space cable net tension structure system, the side cables of the large span direction 14 of this embodiment all have large curvatures. The side cables 14 of the large span direction have a low curvature setting scheme. The curvature of the side cables 14 of the large span direction is small, closer to a straight state, and can meet the flexibility requirements of the building form. In this embodiment, the side cables 14 of the large span direction are horizontal or approximately horizontal, which means that the side cables 14 of the large span direction have a small curvature and are basically horizontal in visual effect.

[0075] In one alternative embodiment, the end support column 17 inclines away from the A-shaped support column 16. This structural arrangement can improve the support stability of the end support column 17. That is to say, the end support column 17 is arranged obliquely, such that there is a certain angle between the end support column 17 and the vertical plane, and 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 pre-tension of the distribution stabilizing cables 13 perpendicular to the side cables 14 in the direction of the large-span with low curvature to ensure the lowest standard level, that is, it is advisable to maintain no relaxation under the main checking working conditions and no relaxation of the main cable net surface. Exemplarily, among the multiple intersecting distribution stabilizing cables 13, a part is perpendicular to the side cables 14 in the large-span direction, and a part is parallel to the side cables 14 in the large-span direction; among them, the pre-tension of the distribution stabilizing cables 13 perpendicular to the side cables 14 in the large-span direction can be set at 3 kN to 5 kN. Since the cable force of the side cables 14 in the direction of the large-span with low curvature is mainly caused by this part of the perpendicular distribution stabilizing cables 13, this measure can effectively control the cable force level of the side cables with low curvature.

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

[0078] 1. In this application, the local rigid boundary member, namely the rigid fish-belly hanging truss, is used to replace the top ridge cable structure in the existing space cable net system. The rigid fish-belly hanging truss and the flexible ridge cables, side cables and distribution stabilizing cables jointly construct the plane support system of the overall cable net structure. By adopting semi-rigid and semi-flexible space cable net boundary members, the vertical stiffness and lateral stiffness of the overall structure are effectively improved, the vertical deformation of the main body of the tensioned cable net awning structure and the horizontal deformation under horizontal loads such as wind loads are effectively controlled, and the stability and structural safety of the overall structure are significantly improved.

[0079] 2. Different from the large curvature of the side cables in the traditional space cable net tension structure, in this application, the segmented support of the A-shaped support columns and the application of low stress by the vertical distribution stabilizing cables are used to effectively control the cable force state of the side cables under the condition of low curvature, and a design scheme of using small curvature side cables in the large-span direction for the tensioned cable net awning structure is realized.

[0080] 3. This application has both the advantages of reasonable load-bearing of the tension structure and the boundary shaping advantages of local rigid members, and meets the requirements of reasonable and efficient structure and flexible and beautiful architecture at the same time.

[0081] The specific embodiments described above further elaborate on the purpose, technical solution, and beneficial effects of the present application. It should be understood that the above description is only the specific embodiments of the present application and is not used to limit the protection scope of the present application. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present application shall be included within the protection scope of the present application.

Claims

1. A detachable internal force balance additional canopy reconstruction structure suitable for an existing pedestrian bridge, characterized in that: include: The detachable additional spatial prestressed tensioned cable net canopy structure is not directly connected to the existing bridge body; The above-ground tension internal force balance structure has an external reinforcement structure, a lateral force resistance reconstruction structure and a tension internal force cable-bar system balance structure set up on the basis of the existing bridge pier system; The external reinforcement structure is arranged on the existing pier, and the lateral force resistance reconstruction structure is connected to the external reinforcement structure of the existing pier; Among them, the tensioning internal force cable rod system balance structure is connected between the lateral force resistance transformation structure and the detachable additional spatial prestressed tensioned cable net canopy structure, and is configured to change the direction of the tensioning cable force of the upper detachable additional spatial prestressed tensioned cable net canopy structure and transmit it to the ground tensioning internal force balance structure.

2. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 1 is characterized in that: It also includes an underground tensioned internal force balance structure, which has a cast-in-place reinforced concrete ground beam structure or an integral raft structure arranged on the basis of an existing pier foundation, and the cast-in-place reinforced concrete ground beam structure or the integral raft structure is connected to the existing pier foundation to form an integral foundation structure.

3. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 2 is characterized in that: The underground tension internal force balance structure is also provided with an anti-overturning counterweight structure, which is connected to the existing bridge pier foundation. The anti-overturning counterweight structure is arranged at the reverse position of the overturning bending moment of the above-ground structure.

4. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 1 is characterized in that: The external reinforcement structure adopts an external steel plate, and the external steel plate is fixed outside the existing pier column; and the soil part is buried at the bottom of the existing pier, and an external reinforced concrete reinforcement structure is added to further reinforce the existing foundation to form a renovated pier foundation.

5. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 4 is characterized in that: The lateral force resistance reconstruction structure comprises a plurality of steel beams between columns, which are connected with the outer steel plates outside the existing piers to form a steel tube concrete frame structure.

6. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 5 is characterized in that: The lateral force resistance reconstruction structure also includes a steel support component, which includes a vertical tube component and an inclined tube component. 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 reconstructed 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 additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 1 is characterized in that: The detachable additional spatial prestressed tensioned cable net canopy structure includes a rigid fish belly suspension truss, a ridge cable, a side cable, a distributed stabilizing cable, an A-shaped support column and an end support column. Two A-shaped support columns are supported at both ends of the rigid fish belly suspension truss; the end support column is arranged on the outside of the A-shaped support column, and the ridge cable is connected between the A-shaped support column and the end support column.

8. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 1 is characterized in that: 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, and the support rod assembly is connected to the outsourcing reinforcement structure and the lateral force resistance transformation structure.

9. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 8 is characterized in that: The support rod assembly includes two horizontal support rods and one oblique 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 steel beam between columns; the lower end of the oblique support rod is connected to the lower part of the outer steel plate, and the upper end of the oblique support rod is connected to the two horizontal support rods; the lower end of the cable is connected to the connection node position of the oblique support rod and the two horizontal support rods through a cable clamp.

10. The detachable internal force balance additional canopy reconstruction structure applicable to an existing pedestrian bridge according to claim 7, characterized in that: The side cables include side cables in the long span direction and side cables, and the side cables in the long span direction are horizontal or approximately horizontal.

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