A temporary anchorage structure for large-span continuous beam piers

Abstract

The utility model provides a temporary anchoring structure for a large-span continuous beam and pier, including two temporary anchoring structures, each of which includes a temporary support structure and an anchoring reinforcement component, the temporary support structure includes a temporary pad, a steel mesh and two support layers, the anchoring reinforcement component includes a vertical reinforcement component and a horizontal reinforcement component, the temporary pad is supported between the continuous beam body and the pier body, the two support layers are respectively laid on the top and bottom of the temporary pad, the vertical reinforcement component runs through the temporary pad, the horizontal reinforcement component is connected to the vertical reinforcement component, and the continuous beam body, the temporary pad and the pier body are all pre-embedded with horizontal reinforcement components. In this way, by using the temporary anchoring structure as a temporary support, the continuous beam body and the pier body are combined in force during construction to support the weight of the large-span continuous cast-in-place beam, which can prevent the beam body from overturning during construction, and the structure is simple, does not require a more complex steel structure system, and can greatly reduce the construction risk while saving the use of materials.

Description

Technical Field

[0001] The utility model relates to the technical field of bridges, in particular to a temporary anchoring structure for a large-span continuous beam pier. Background Art

[0002] With the rapid development of my country's economy, infrastructure construction is ongoing, the level of bridge construction is also improving, and the number of large-span continuous beams is increasing. However, when constructing large-span continuous beams, the construction is very difficult due to the influence of hydrological and geological conditions. Temporary structures are needed to support and prevent the beam from overturning during construction. Therefore, in order to significantly reduce construction risks while saving materials, the setting of temporary anchoring structures for piers and beams is very necessary.

[0003] The current temporary consolidation method is usually a relatively complex steel structure, which consumes a lot of manpower and material resources. In order to achieve a good anti-overturning effect, a lot of materials are needed and the process is complicated. At the same time, it is difficult to remove the temporary consolidation structure, there are many high-altitude operations, and the safety is poor.

[0004] In view of this, it is necessary to propose a temporary anchoring structure for large-span continuous beam piers to solve or at least alleviate the above defects. Utility Model Content

[0005] The main purpose of the utility model is to provide a temporary anchoring structure for a large-span continuous beam pier, so as to solve the problems that the temporary consolidation method in the prior art consumes a lot of manpower and material resources and is difficult to release.

[0006] To achieve the above-mentioned purpose, the utility model provides a temporary anchoring structure of a large-span continuous beam pier, including a bridge structure, wherein the bridge structure includes a continuous beam body and two pier bodies and support pad stones that are relatively arranged along the transverse direction of the bridge, wherein the support pad stones are supported between the continuous beam body and the pier bodies, and further includes two temporary anchoring structures that are relatively arranged along the longitudinal direction of the bridge on both sides of the support pad stones, wherein each of the temporary anchoring structures includes a temporary supporting structure and an anchoring reinforcement assembly; wherein,

[0007] The temporary support structure includes a temporary pad, a steel mesh and two support layers arranged vertically opposite to each other, and the anchor reinforcement assembly includes a vertical reinforcement assembly and a horizontal reinforcement assembly; wherein,

[0008] The steel mesh is embedded in the temporary pad, the temporary pad extends in the transverse direction of the bridge and is arranged outside the support pad stone, and the temporary pad is supported between the continuous beam body and the pier body, and the two support layers are laid on the top and bottom of the temporary pad respectively;

[0009] The vertical reinforcement component passes through the temporary support structure and is connected to the steel mesh, the top end of the vertical reinforcement component is anchored in the continuous beam body, the bottom end of the vertical reinforcement component is anchored in the pier body, the horizontal reinforcement component is connected to the vertical reinforcement component, the continuous beam body, the temporary pad and the pier body are all pre-embedded with the horizontal reinforcement component, and the horizontal reinforcement component located in the temporary pad is connected to the steel mesh.

[0010] Preferably, the vertical reinforcement assembly includes a plurality of vertical reinforcement units spaced apart along the bridge direction, each of the vertical reinforcement units includes a plurality of vertical main bars spaced apart along the transverse bridge direction, the vertical main bars pass through the temporary pad and are connected to the steel mesh, the top ends of the vertical main bars are anchored in the continuous beam body, the bottom ends of the vertical main bars are anchored in the pier body, and the horizontal reinforcement assembly is connected to the vertical main bars.

[0011] Preferably, the horizontal reinforcement assembly includes a plurality of horizontal secondary reinforcements arranged at intervals along the vertical direction, the horizontal secondary reinforcements are connected to the vertical main reinforcements, the horizontal secondary reinforcements are pre-embedded in the continuous beam body, the temporary pad and the pier body, and the horizontal secondary reinforcements located in the temporary pad are connected to the steel mesh.

[0012] Preferably, the supporting layer is a sulfur mortar layer.

[0013] Preferably, the number of the vertical reinforcement units in the vertical reinforcement assembly is two, and the two vertical reinforcement units are spaced apart along the bridge direction.

[0014] Preferably, the two vertical reinforcement units are arranged staggered with respect to each other.

[0015] Preferably, the temporary pad located between the two support pads is extended inwardly.

[0016] Preferably, the diameter of the horizontal secondary rib is 12 mm.

[0017] Preferably, the spacing between two adjacent layers of the steel mesh is 8 cm to 10 cm.

[0018] Preferably, the temporary pad is made of C55 concrete.

[0019] Compared with the prior art, the utility model provides the following beneficial effects:

[0020] The utility model provides a temporary anchoring structure for piers of a large-span continuous beam, comprising two temporary anchoring structures arranged relatively along the longitudinal direction of the bridge, each temporary anchoring structure comprising a temporary supporting structure and an anchoring reinforcement component, the temporary supporting structure comprising a temporary pad, a steel mesh and two supporting layers, the anchoring reinforcement component comprising a vertical reinforcement component and a horizontal reinforcement component, the steel mesh is pre-embedded in the temporary pad, the temporary pad extends along the transverse direction of the bridge and is arranged on the outer side of the support pad stone, and the temporary pad is supported between the continuous beam body and the pier body, the two supporting layers are respectively laid on the top and bottom of the temporary pad, the vertical reinforcement component passes through the temporary pad and is connected to the steel mesh, the top end of the vertical reinforcement component is anchored in the continuous beam body, the bottom end of the vertical reinforcement component is anchored in the pier body, the horizontal reinforcement component is connected to the vertical reinforcement component, the continuous beam body, the temporary pad and the pier body are all pre-embedded with horizontal reinforcement components, and the horizontal reinforcement component located in the temporary pad is connected to the steel mesh. In this way, by using the temporary anchoring structure as a temporary support, the continuous beam and the pier are combined into one during construction to support the weight of the large-span continuous cast-in-place beam, which can prevent the beam from overturning during construction. The structure is simple and does not require a more complex steel structure system. While greatly reducing construction risks, it saves on the use of materials and has good social and economic effects. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] In order to more clearly illustrate the embodiments of the utility model or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the utility model. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying creative work.

[0022] Figure 1 A schematic cross-sectional view of the elevation of the overall structure in one embodiment of the utility model;

[0023] Figure 2 A schematic cross-sectional view of the side of the overall structure in one embodiment of the utility model;

[0024] Figure 3 for Figure 1 Schematic diagram of the cross section along the AA direction;

[0025] Figure 4 It is a cross-sectional schematic diagram of a temporary support structure in one embodiment of the utility model.

[0026] The purpose, features and advantages of the present invention will be further described in conjunction with the embodiments and with reference to the accompanying drawings.

[0027] Description of Figure Numbers:

[0028] 10. Temporary support structure; 110. Temporary pad; 120. Steel mesh; 130. Support layer; 20. Anchor reinforcement assembly; 210. Vertical reinforcement assembly; 211. Vertical main reinforcement; 220. Horizontal reinforcement assembly; 221. Horizontal secondary reinforcement; 30. Bridge structure; 310. Continuous beam; 320. Pier; 330. Support pad stone; 340. Tie beam; 341. Tie beam bottom bracket. DETAILED DESCRIPTION

[0029] It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0030] The following will be combined with the drawings in the embodiments of the utility model to clearly and completely describe the technical solutions in the embodiments of the utility model. Obviously, the described embodiments are only part of the embodiments of the utility model, not all of the embodiments. Based on the embodiments of the utility model, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the utility model.

[0031] It should be noted that all directional indications in the embodiments of the present invention (such as up, down, left, right, front, back...) are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0032] In addition, the descriptions of "first", "second", etc. in the present utility model are only used for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In addition, the technical solutions between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in this field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present utility model.

[0033] Please see attached Figure 1-4In one embodiment of the utility model, a temporary anchoring structure for a large-span continuous beam pier is provided, comprising a bridge structure 30, wherein the bridge structure 30 comprises a continuous beam body 310 and two pier bodies 320 and a support pad stone 330 which are arranged oppositely along the transverse direction of the bridge, wherein the support pad stone 330 is supported between the continuous beam body 310 and the pier body 320, and further comprises two temporary anchoring structures which are arranged oppositely along the longitudinal direction of the bridge on both sides of the support pad stone 330, wherein each temporary anchoring structure comprises a temporary support structure 10 and an anchoring reinforcement assembly 20. Firstly, it should be noted that the longitudinal direction of the bridge in the present application refers to the extension direction of the bridge, while the transverse direction of the bridge refers to the width direction of the bridge; and the temporary consolidation method in the prior art is usually a relatively complex steel structure, which causes a large loss of manpower and material resources. In order to achieve a good anti-overturning effect, a large amount of materials are required and the process is complicated. At the same time, it is difficult to remove the temporary consolidation structure, and there are many high-altitude operations, and the safety is poor. The present application solves the above-mentioned defects in the prior art by setting a temporary anchoring structure for a large-span continuous beam pier. The details are as follows:

[0034] The temporary support structure 10 includes a temporary pad 110, a steel mesh 120 and two support layers 130 arranged vertically opposite to each other, and the anchor reinforcement assembly 20 includes a vertical reinforcement assembly 210 and a horizontal reinforcement assembly 220; wherein the steel mesh 120 is pre-embedded in the temporary pad 110, the temporary pad 110 extends in the transverse direction of the bridge and is arranged on the outside of the support pad stone 330, and the temporary pad 110 is supported between the continuous beam body 310 and the pier body 320, and the two support layers 130 are respectively laid on the top and bottom of the temporary pad 110.

[0035] Specifically, the temporary anchoring structure of the large-span continuous beam pier in the present application includes two temporary anchoring structures. The two temporary anchoring structures are arranged relatively on both sides of the support pad stone 330 along the longitudinal direction of the bridge to ensure uniform support along the longitudinal direction of the bridge, so as to avoid the bridge from overturning to one side due to uneven force during construction. Each of the temporary anchoring structures includes a temporary support structure 10 and an anchor reinforcement assembly 20. The temporary support structure 10 is used as a structure connecting the continuous beam body 310 and the pier body 320 during construction, and the anchor reinforcement assembly 20 is used to further strengthen the coordinated force state among the continuous beam body 310, the temporary support structure 10 and the pier body 320.

[0036] The temporary support structure 10 includes a temporary pad 110, a steel mesh 120 and two support layers 130 arranged opposite to each other in the vertical direction. The temporary pad 110 is used to expand the pressure-bearing area to disperse the force-bearing surface, thereby increasing the stability of the structure. It extends along the transverse direction of the bridge to completely cover both sides of the pier body 320 along the longitudinal direction of the bridge to increase the force-bearing range, and is arranged on the outer side of the support pad stone 330 to relieve the support pressure of the support pad stone 330. In this application, as a preferred embodiment, the temporary pad 110 can be made of C55 concrete, and it must be strictly compacted during pouring to ensure high strength and durability. Those skilled in the art can also choose according to actual needs; and since the temporary pad 110 is usually cast in concrete, the steel mesh 120 is pre-embedded inside to improve the concrete seismic and crack resistance of the temporary pad 110 and strengthen the bearing capacity of the structure; the support layer 130 is used as the temporary pad 110 and the continuous beam body 310, the pier body 320 The transition buffer layer between the continuous beam body 310 and the temporary pad 110 is formed to avoid direct action on the temporary pad 110 to cause concrete cracking. Therefore, the two support layers 130 are laid on the top and bottom of the temporary pad 110, respectively, that is, the upper support layer 130 is located between the continuous beam body 310 and the temporary pad 110, and the lower support layer 130 is located between the temporary pad 110 and the pier body 320. As a preferred embodiment of the present application, the support layer 130 is a sulfur mortar layer, which has strong durability and water resistance. It can effectively play a supporting role and reduce the risk of structural instability. It has good stability during construction and is not easy to be damaged. It is easy to construct and has a low production cost while ensuring sufficient supporting strength, so as to save construction costs. The sulfur mortar layer is easy to disassemble. After the construction of the beam body is completed, the sulfur mortar layer can be melted by electric heating, which is more convenient to remove. It should be noted that during melting, a heat insulation device must be set between the support pads 330, such as a heat insulation pad made of high-temperature resistant material, to prevent the support from being damaged by high temperature.

[0037] The vertical reinforcement component 210 passes through the temporary support structure 10 and is connected to the steel mesh 120. The top end of the vertical reinforcement component 210 is anchored in the continuous beam body 310, and the bottom end of the vertical reinforcement component 210 is anchored in the pier body 320. The horizontal reinforcement component 220 is connected to the vertical reinforcement component 210. The horizontal reinforcement component 220 is pre-embedded in the continuous beam body 310, the temporary pad 110 and the pier body 320, and the horizontal reinforcement component 220 located in the temporary pad 110 is connected to the steel mesh 120.

[0038] In detail, the anchoring reinforcement assembly 20 includes a vertical reinforcement assembly 210 and a horizontal reinforcement assembly 220. The vertical reinforcement assembly 210 is used to enhance the ability of the structure to bear vertical loads and improve the compressive bearing capacity. The vertical reinforcement assembly 210 runs through the temporary pad 110, and the top end is anchored in the continuous beam body 310, and the bottom end is anchored in the pier body 320 to increase the force synergy between the continuous beam body 310, the temporary support structure 10, and the pier body 320, so as to achieve the effect of combining as a whole to support the large-span continuous cast-in-place beam; and the horizontal reinforcement assembly 220 is used to improve the structure to bear horizontal loads. The ability to resist horizontal shear force, enhance bending strength and shear strength, etc., since the horizontal reinforcement component 220 is connected to the vertical reinforcement component 210, and the vertical reinforcement component 210 is vertically arranged in the continuous beam body 310, the temporary support structure 10, and the pier body 320, the horizontal reinforcement component 220 is pre-embedded in the three to make the structure evenly stressed and enhance the structural integrity. The horizontal reinforcement component 220 located in the temporary pad 110 also needs to be connected to the steel mesh 120 to further ensure the structural integrity after connection.

[0039] As a preferred embodiment of the utility model, the vertical reinforcement assembly 210 includes a plurality of vertical reinforcement units spaced apart along the bridge direction, each of the vertical reinforcement units includes a plurality of vertical main bars 211 spaced apart along the transverse bridge direction, the vertical main bars 211 pass through the temporary pad 110 and are connected to the steel mesh 120, the top ends of the vertical main bars 211 are anchored in the continuous beam body 310, the bottom ends of the vertical main bars 211 are anchored in the pier body 320, and the horizontal reinforcement assembly 220 is connected to the vertical main bars 211.

[0040] It should be noted that a plurality of groups of vertical reinforcement units arranged at intervals are used to ensure sufficient compressive strength, and each of the vertical reinforcement units includes a plurality of vertical main bars 211 arranged at intervals along the transverse direction of the bridge. The vertical main bars 211 can be made of high-quality rolled threaded steel bars, which have the advantages of high strength and good wear resistance. The compressive strength of the vertical main bars 211 needs to reach a certain design value. Preferably, in this application, the compressive strength needs to reach 770Mpa. This value is only used as an auxiliary understanding for technicians in this field, and the specific design value can be set by technicians in this field according to actual conditions.

[0041] As a preferred embodiment of the utility model, the horizontal reinforcement component 220 includes a plurality of horizontal secondary reinforcements 221 arranged at intervals along the vertical direction, the horizontal secondary reinforcements 221 are connected to the vertical main reinforcements 211, the horizontal secondary reinforcements 221 are pre-embedded in the continuous beam body 310, the temporary pad block 110 and the pier body 320, and the horizontal secondary reinforcements 221 located in the temporary pad block 110 are connected to the steel mesh 120.

[0042] It should be noted that the horizontal secondary reinforcement 221 can be made of HRB400 steel bars, which have high strength and good ductility, and HRB400 steel bars can reduce the density of the bars to save usage and reduce construction costs. Preferably, the diameter of the horizontal secondary reinforcement 221 described in this application can be selected to be 12 mm.

[0043] As a preferred embodiment of the present invention, the number of the vertical reinforcement units in the vertical reinforcement assembly 210 is two, and the two vertical reinforcement units are spaced apart along the longitudinal direction of the bridge.

[0044] It is worth noting that the number of the vertical reinforcement units can be set according to the width of the temporary support structure 10 along the bridge direction to ensure uniform distribution of compressive strength. Preferably, the number of the vertical reinforcement units in the vertical reinforcement assembly 210 is two.

[0045] Furthermore, the two vertical reinforcement units are arranged in a staggered manner with respect to each other.

[0046] It should be noted that the staggered arrangement here means that the top and bottom ends of the two spaced-apart vertical reinforcement units are staggered in height, that is, the vertical reinforcement unit on the inner side is higher than the vertical reinforcement unit on the outer side. This can increase the overall force-bearing area of ​​the steel bar, evenly distribute the force, avoid damage caused by excessive concentrated force, improve the use efficiency of the steel bar, and enhance the overall safety of the structure.

[0047] Furthermore, the temporary pad 110 located between the two support pad stones 330 is extended inwardly.

[0048] It should be understood that since the two support pads 330 are spaced apart along the transverse direction of the bridge, there is no supporting structure between the two support pads 330. Therefore, the portion of the temporary pad 110 located between the two support pads 330 can extend inward to form a partial protrusion to enhance the supporting bearing capacity of this portion.

[0049] Furthermore, the distance between two adjacent layers of the steel mesh 120 is 8 cm to 10 cm.

[0050] It should be noted that the spacing distance between the steel meshes 120 will affect the connection area and bonding strength with the concrete, and the number of the steel meshes 120 will be determined to affect the material usage and construction cost. Under the condition of ensuring the structural strength, preferably, the spacing between two adjacent layers of the steel meshes 120 can be set to 8 cm.

[0051] It should be noted that when constructing the temporary anchoring structure of the present application, the vertical reinforcement assembly 210 and the horizontal reinforcement assembly 220 can be pre-embedded in advance, and after the steel mesh 120 is fixed, the pouring of the support layer 130 (sulfur mortar layer) and the temporary pad 110 can be started, and it can be used as a temporary anchoring structure after the strength reaches the requirement; after the construction of the beam body is completed, the sulfur mortar layer can be melted by electric heating, and then the temporary pad 110 can be removed, and finally the vertical main reinforcement 211 can be cut off. In this way, it is relatively simple to remove the temporary consolidation structure, which can reduce high-altitude operations and ensure better safety.

[0052] It is worth mentioning that the bridge structure 30 described in the present application also includes a tie beam 340, and the tie beam 340 is horizontally placed between the two piers 320. During construction, a tie beam bottom support 341 can be set under the tie beam 340. The tie beam bottom support 341 must not be removed during the suspended casting construction to ensure the supporting strength and structural safety.

[0053] The above are only preferred embodiments of the present invention, and are not intended to limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made using the contents of the specification and drawings of the present invention, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. A temporary anchoring structure for a large-span continuous beam pier, comprising a bridge structure, wherein the bridge structure comprises a continuous beam body and two pier bodies and a support pedestal stone arranged opposite to each other in the transverse direction of the bridge, wherein the support pedestal stone is supported between the continuous beam body and the pier body, and characterized in that: It also includes two temporary anchoring structures arranged on both sides of the support pad stone along the longitudinal direction of the bridge, each of which includes a temporary support structure and an anchoring reinforcement component; wherein, The temporary support structure includes a temporary pad, a steel mesh and two support layers arranged vertically opposite to each other, and the anchor reinforcement assembly includes a vertical reinforcement assembly and a horizontal reinforcement assembly; wherein, The steel mesh is embedded in the temporary pad, the temporary pad extends in the transverse direction of the bridge and is arranged outside the support pad stone, and the temporary pad is supported between the continuous beam body and the pier body, and the two support layers are laid on the top and bottom of the temporary pad respectively; The vertical reinforcement component passes through the temporary support structure and is connected to the steel mesh, the top end of the vertical reinforcement component is anchored in the continuous beam body, the bottom end of the vertical reinforcement component is anchored in the pier body, the horizontal reinforcement component is connected to the vertical reinforcement component, the continuous beam body, the temporary pad and the pier body are all pre-embedded with the horizontal reinforcement component, and the horizontal reinforcement component located in the temporary pad is connected to the steel mesh.

2. The temporary anchoring structure for large-span continuous beam piers according to claim 1 is characterized in that: The vertical reinforcement assembly includes a plurality of vertical reinforcement units spaced apart along the bridge direction, each of the vertical reinforcement units includes a plurality of vertical main bars spaced apart along the transverse bridge direction, the vertical main bars pass through the temporary pad and are connected to the steel mesh, the top ends of the vertical main bars are anchored in the continuous beam body, the bottom ends of the vertical main bars are anchored in the pier body, and the horizontal reinforcement assembly is connected to the vertical main bars.

3. The temporary anchoring structure for large-span continuous beam piers according to claim 2 is characterized in that: The horizontal reinforcement assembly includes a plurality of horizontal secondary bars arranged at intervals along the vertical direction, the horizontal secondary bars are connected to the vertical main bars, the horizontal secondary bars are pre-embedded in the continuous beam body, the temporary pad and the pier body, and the horizontal secondary bars in the temporary pad are connected to the steel mesh.

4. The temporary anchoring structure for large-span continuous beam piers according to claim 1 is characterized in that: The supporting layer is a sulfur mortar layer.

5. The temporary anchoring structure for large-span continuous beam piers according to claim 2 is characterized in that: The number of the vertical reinforcement units in the vertical reinforcement assembly is two, and the two vertical reinforcement units are spaced apart along the bridge direction.

6. The temporary anchoring structure for large-span continuous beam piers according to claim 5 is characterized in that: The two vertical reinforcement units are arranged in a staggered manner.

7. The temporary anchoring structure for large-span continuous beam piers according to claim 1 is characterized in that: The temporary pad block located between the two support pad stones is extended inwardly.

8. The temporary anchoring structure for large-span continuous beam piers according to claim 3 is characterized in that: The diameter of the horizontal secondary rib is 12 mm.

9. The temporary anchoring structure for large-span continuous beam piers according to claim 1, characterized in that: The spacing between two adjacent layers of the steel mesh is 8cm to 10cm.

10. The temporary anchoring structure for large-span continuous beam piers according to claim 1, characterized in that: The temporary pad is made of C55 concrete.

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