Steel-concrete combined bridge tower anchoring device

Abstract

The utility model discloses a steel-concrete combined bridge tower anchoring device which comprises a pressure-bearing steel plate, a rear anchoring plate and a closed steel plate sleeve, the pressure-bearing steel plate is arranged between main tower concrete and a main tower steel structure section, the periphery of the pressure-bearing steel plate is welded and fixed with the inner side wall of a tower wall steel plate of a main tower, a pouring hole is formed in the middle of the pressure-bearing steel plate, and the rear anchoring plate is arranged in the pouring hole. A plurality of through holes and anchoring holes are formed in the pressure-bearing steel plate; the rear anchoring plate is arranged between the pressure-bearing steel plate and the main tower steel structure section, and a plurality of penetrating holes and anchoring holes are formed in the rear anchoring plate; the closed steel plate sleeve is arranged between the pressure-bearing steel plate and the rear anchoring plate, a transition cavity is defined by the pressure-bearing steel plate, the rear anchoring plate and the closed steel plate sleeve, a feeding hole communicated with the transition cavity is formed in the closed steel plate sleeve, and expansive concrete can be injected into the transition cavity. According to the steel-concrete combined bridge tower anchoring device, under the condition that the stability is guaranteed, the stress of a steel tower can be reduced, and meanwhile the arrangement space and the arrangement number of steel bundles can be increased.

Description

Technical Field

[0001] The utility model relates to the technical field of bridges, in particular to a steel-concrete combined bridge tower anchoring device. Background Art

[0002] In the prior art, the steel-concrete composite bridge tower anchoring device is usually designed with steel-concrete joints, using PBL shear keys, shear nails and concrete to form a community, and the end-capping steel plate is set, with a concrete section on one side and a steel structure section on the other side. Prestress is set on the end-capping plate to ensure sufficient pressure stress reserve. The main problems of this traditional steel structure anchoring are:

[0003] 1. Concrete is a solid section with a large cross-sectional inertia moment; the steel structure section is a hollow section with a small cross-sectional inertia moment. Under the action of huge bending moment and axial pressure, the difference between the concrete section and the steel structure section causes a significant increase in the stress of the steel tower. The thickness of the steel tower wall panel or the material properties have to be increased during the design.

[0004] 2. Steel bundles can only be arranged around the tower wall steel plate, and the number of prestressed arrangements is limited by the steel structure. The space is small and the number that can be arranged is limited.

[0005] 3. When a steel tower is subjected to large forces and a large number of steel bundles are arranged according to calculation requirements, it is difficult to meet the calculation requirements by increasing the number of arranged bundles and the number of single bundles.

[0006] 4. The force is only applied by the T-shaped weld between the tower wall and the pressure-bearing steel plate, so the weld quality requirements are high and the weld stress is large. Utility Model Content

[0007] In view of the deficiencies in the prior art, the technical problem to be solved by the utility model is to provide a steel-concrete composite bridge tower anchoring device, which can reduce the stress of the steel tower while ensuring stability, and at the same time, can increase the layout space and layout quantity of steel bundles.

[0008] In order to achieve the above object, the utility model is implemented through the following technical solutions: a steel-concrete composite bridge tower anchoring device, comprising:

[0009] The invention is characterized by comprising:

[0010] A pressure-bearing steel plate is arranged between the main tower concrete and the main tower steel structure section, and is arranged close to one side of the main tower concrete. The periphery of the pressure-bearing steel plate is welded and fixed to the inner side wall of the tower wall steel plate of the main tower. A casting hole is opened in the middle of the pressure-bearing steel plate, and a plurality of through holes and anchor holes are opened on the pressure-bearing steel plate.

[0011] A rear anchor plate is arranged between the pressure-bearing steel plate and the main tower steel structure section, the peripheral wall of the rear anchor plate is welded and fixed to the inner wall of the tower wall steel plate of the main tower, and a plurality of through holes and anchor holes are opened on the rear anchor plate; and

[0012] The closed steel plate sleeve is arranged between the pressure-bearing steel plate and the rear anchor plate. The pressure-bearing steel plate, the rear anchor plate and the closed steel plate sleeve form a transition cavity. The closed steel plate sleeve is provided with a feed hole connected to the transition cavity, and the transition cavity can be injected with expansive concrete.

[0013] Furthermore, it also includes a partition, and a plurality of partitions are arranged in the transition chamber, and the plurality of partitions divide the transition chamber into a plurality of isolation chambers connected in sequence, and the two ends of the partition are connected to the pressure-bearing steel plate and the rear anchor plate.

[0014] Furthermore, a plurality of PBL shear keys are provided on the side of the pressure-bearing steel plate close to the main tower concrete.

[0015] Furthermore, a plurality of PBL shear studs are provided on one side of the pressure-bearing steel plate and the main tower concrete.

[0016] Furthermore, it also includes wall plate stiffening ribs, and the rear anchor plate is provided with a plurality of wall plate stiffening ribs close to the main tower steel structure section, and the wall plate stiffening ribs are welded and fixed to the inner wall of the tower wall steel plate of the main tower.

[0017] Furthermore, a stiffening plate is provided at the end of the wall panel stiffening rib, and the stiffening plate is welded and fixed to the rear anchor plate.

[0018] Furthermore, PBL shear studs are arranged on the tower wall steel plate of the main tower.

[0019] Furthermore, PBL shear studs are arranged on the inner wall of the closed steel plate sleeve.

[0020] Furthermore, the rear anchoring plate is provided with an air outlet hole communicating with the transition cavity.

[0021] Beneficial effects of the utility model:

[0022] The above steel-concrete composite bridge tower anchoring device has the following advantages:

[0023] 1. The two-layer anchoring design of pressure-bearing steel plate and rear anchor plate solves the problems of insufficient anchoring space, large sudden change of main tower stiffness and complex stress of welds;

[0024] 2. The prestressed steel bundle layout space is large. Steel bundles can be arranged on both the pressure-bearing steel plate and the rear anchoring steel plate, which greatly increases the number of anchoring steel bundles. This can greatly improve the situation where the anchoring space is insufficient and more prestressed steel bundles are arranged;

[0025] 3. Convenient tensioning: The height of the transition cavity can be set to different heights according to the needs of prestressing, which is convenient for tensioning prestressed tendons inside.

[0026] 4. Smooth stiffness change: Due to the addition of transition section compartments and the pouring of concrete inside, the stiffness of the bridge tower changes from a solid rectangular section to an annular cavity section and then to a steel box section. The stiffness change of the entire structure is smoother, avoiding the huge difference between the steel structure section and the concrete section in traditional anchoring.

[0027] 5. After grouting inside the transition cavity, it not only ensures the transmission of compressive stress under the prestressed anchor, but also greatly improves the stability of the steel plate. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] In order to more clearly illustrate the specific implementation of the utility model, the following will briefly introduce the drawings required for use in the specific implementation. In all the drawings, each element or part is not necessarily drawn according to the actual scale.

[0029] Figure 1 A schematic diagram of a steel-concrete composite bridge tower after anchoring and installation provided in one embodiment of the utility model;

[0030] Figure 2 for Figure 1 A schematic diagram of a steel-concrete composite bridge tower anchoring device is shown;

[0031] Figure 3 for Figure 1 A side sectional view of a steel-concrete composite bridge tower anchoring device shown;

[0032] Figure 4 for Figure 2 Middle CC section view;

[0033] Figure 5 for Figure 2 Middle BB section view;

[0034] Figure 6 for Figure 2 Middle AA section view;

[0035] Reference numerals:

[0036] 1. Main tower concrete; 2. Main tower steel structure section; 3. Steel bundle;

[0037] 100, pressure-bearing steel plate; 110, casting hole; 200, rear anchor plate; 210, vent hole; 300, closed steel plate sleeve; 400, partition; 500, PBL shear key; 600, PBL shear nail; 700, wall panel stiffening rib; 800, stiffening plate. DETAILED DESCRIPTION

[0038] The following embodiments of the technical solution of the utility model are described in detail in conjunction with the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the utility model, and are therefore only used as examples, and cannot be used to limit the protection scope of the utility model.

[0039] See also Figures 1 to 6 The utility model provides a steel-concrete composite bridge tower anchoring device, including a pressure-bearing steel plate 100, a rear anchoring plate 200, and a closed steel plate sleeve 300.

[0040] Specifically, the pressure-bearing steel plate 100 is arranged between the main tower concrete 1 and the main tower steel structure section 2, and is arranged close to the main tower concrete 1. The periphery of the pressure-bearing steel plate 100 is welded and fixed to the inner wall of the tower wall steel plate of the main tower, a casting hole 110 is opened in the middle of the pressure-bearing steel plate 100, and a plurality of through holes and anchor holes are opened on the pressure-bearing steel plate 100.

[0041] The rear anchor plate 200 is arranged between the pressure-bearing steel plate 100 and the main tower steel structure section 2. The peripheral wall of the rear anchor plate 200 is welded and fixed to the inner wall of the tower wall steel plate of the main tower. A plurality of through holes and anchor holes are provided on the rear anchor plate 200. The closed steel plate sleeve 300 is arranged between the pressure-bearing steel plate 100 and the rear anchor plate 200. The pressure-bearing steel plate 100, the rear anchor plate 200 and the closed steel plate sleeve 300 form a transition cavity. The closed steel plate sleeve 300 is provided with a feed hole connected to the transition cavity, and the transition cavity can be injected with expansive concrete.

[0042] During construction, the processing length is first determined according to the transportation and hoisting capabilities, the plate unit design is laid out, and the steel plates for bridge structures are used. Cutting and preparation of materials are carried out according to the structural size requirements. After the steel tower segments are processed, the materials are transported to the actual bridge site, support brackets are set up, the segments are adjusted according to the jacks, and the precise positioning is carried out according to the measurement of the four corner points:

[0043] After accurate positioning, workers can enter the interior through the construction manhole to position the prestressed steel bundle 3 and tie the steel bars, and then pour concrete to the bottom of the pressure steel plate 100 through the pouring hole 110, and complete the closure of the pouring hole 110 and the inlet and outlet manholes; after the prestressed bundle is completed, the prestressed anchor is installed on the pressure plate surface, and tensioned and anchored according to the designed tension force;

[0044] Subsequently, the closed steel plate sleeve 300 on the transition section section is welded on site, and the shear nails 600 (not shown in the figure) are welded around it. Then, concrete is poured into the transition cavity (the filling part in the figure). After the concrete is filled, the grouting is stopped and maintenance is carried out. Finally, the prestressed anchor of the steel bundle 3 is installed on the rear anchor plate 200, and then tensioned and anchored according to the designed tensioning force, and then the stiffening plate 800 is welded on site.

[0045] The above steel-concrete composite bridge tower anchoring device is used:

[0046] 1. The two-layer anchoring design of the pressure steel plate 100 and the rear anchor plate 200 solves the problems of insufficient anchoring space, large sudden change in main tower stiffness, and complex weld stress;

[0047] 2. The prestressed steel bundle arrangement space is large. The steel bundles 3 can be arranged on both the pressure-bearing steel plate 100 and the rear anchoring steel plate 200, so that the number of anchoring steel bundles 3 is greatly increased. The situation where the anchoring space is insufficient and a large number of prestressed steel bundles 3 are arranged can be greatly improved.

[0048] 3. Convenient tensioning: The height of the transition cavity can be set to different heights according to the needs of prestressing, which is convenient for tensioning prestressed tendons inside.

[0049] 4. Smooth stiffness change: Due to the addition of transition section compartments and the pouring of concrete inside, the stiffness of the bridge tower changes from a solid rectangular section to an annular cavity section and then to a steel box section. The stiffness change of the entire structure is smoother, avoiding the huge difference between the steel structure section and the concrete section in traditional anchoring.

[0050] 5. After grouting inside the transition cavity, it not only ensures the transmission of compressive stress under the prestressed anchor, but also greatly improves the stability of the steel plate.

[0051] As a preferred embodiment, the device also includes a partition 400. A plurality of partitions 400 are arranged in the transition chamber. The plurality of partitions 400 divide the transition chamber into a plurality of isolation chambers connected in sequence, and the two ends of the partition 400 are connected to the pressure steel plate 100 and the rear anchor plate 200.

[0052] By setting the partition 400, the traditional weld can be changed from tensile force to shear force through the partition 400 weld, and the force of the weld is clearer. In addition, the multi-pass weld connection improves the situation of large tensile stress in the weld between the anchor plate 200 behind the original tower wall. Furthermore, through the main tower wall, the partition 400, and the closed steel plate sleeve 300, a good rigidity transition effect can be further played. In addition, the shrinkage deformation of other structural parts can be overcome by the expansion of concrete.

[0053] In specific implementation, a plurality of PBL shear keys 500 are arranged on the side of the pressure-bearing steel plate 100 close to the main tower concrete 1. After grouting, the PBL shear keys 500 and the concrete can form a community, which can improve the pressure stress reserve of the entire anchoring device, thereby improving the strength and stability of the entire device. In addition, a plurality of PBL shear nails 600 can be arranged on one side of the pressure-bearing steel plate 100 and the main tower concrete 1. PBL shear nails 600 are arranged on the tower wall steel plate of the main tower. Through the shear nails 600, after grouting, the pressure stress reserve of the entire anchoring device can also be further improved, thereby improving the strength and stability of the entire device.

[0054] As a preferred embodiment, the device further includes a wall plate stiffening rib 700. A plurality of wall plate stiffening ribs 700 are arranged near the main tower steel structure section 2 on the rear anchor plate 200, and the wall plate stiffening ribs 700 are welded and fixed to the inner wall of the tower wall steel plate of the main tower, forming a multi-pass weld connection, thereby improving the situation where the weld tensile stress between the original tower wall rear anchor plates 200 is large.

[0055] As a further preferred embodiment, a stiffening plate 800 is provided at the end of the wall plate stiffening rib 700, and the stiffening plate 800 is welded and fixed to the rear anchor plate 200. This can further improve the welding effect.

[0056] As another preferred embodiment, the rear anchor plate 200 is provided with an air outlet 210 connected to the transition cavity. Through the air outlet 210, the pouring condition can be easily controlled during pouring. When concrete flows out of the air outlet 210, the grouting can be stopped, and then the air outlet 210 can be closed for maintenance.

[0057] The specific construction method of the above steel-concrete composite bridge tower anchor device is as follows:

[0058] 1. During construction, the processing length is first determined according to the transportation and hoisting capacity, and the plate unit design and layout are carried out. The steel plate for bridge structure is used, and the material is cut and prepared according to the structural size requirements, and the plate unit is assembled and welded. In order to ensure the prestressing operation space, the closed steel plate sleeve 300 and the stiffening plate 800 can be welded on site;

[0059] 2. After the steel tower segments are processed, the materials will be transported to the actual bridge site, support brackets will be set up, the segments will be adjusted using the jacks, and accurate positioning will be performed based on the measurements of the four corner points:

[0060] 3. After accurate positioning, workers can enter the interior through the construction manhole to position the prestressed steel strand 3 and tie the steel bars, and then pour concrete through the pouring hole 110 to the bottom surface of the pressure steel plate 100, and complete the closing of the pouring hole 110 and the inlet and outlet manhole;

[0061] 4. After the prestressed bundle is inserted, install the prestressed anchor on the pressure plate surface and tension and anchor it according to the designed tension force;

[0062] 5. Then, the closed steel plate sleeve 300 on the transition section is welded on site, and the shear nails 600 (not shown in the figure) are welded around, and then concrete is poured into the transition cavity, and the position of the air outlet 210 is observed. When the slurry flows out of the air outlet 210, the grouting is stopped, and the air outlet 210 is closed for maintenance;

[0063] 6. Install the prestressed anchor of steel bundle 3, tension and anchor it according to the designed tension force, and then weld the stiffening plate 800 on site;

[0064] 7. The tensioning of the steel strands ensures that the pressure-bearing surface and the rear anchor surface are subjected to compressive stress, so that the entire segment steel structure and the concrete structure form a joint force-bearing effect, forming a good connection force effect.

[0065] The above steel-concrete composite bridge tower anchoring device is used:

[0066] 1. The two-layer anchoring design of the pressure steel plate 100 and the rear anchor plate 200 solves the problems of insufficient anchoring space, large sudden change in main tower stiffness, and complex weld stress;

[0067] 2. The prestressed steel bundle arrangement space is large. The steel bundles 3 can be arranged on both the pressure-bearing steel plate 100 and the anchoring steel plate, so that the number of anchoring steel bundles 3 is greatly increased. The situation where the anchoring space is insufficient and a large number of prestressed steel bundles 3 are arranged can be greatly improved.

[0068] 3. Convenient tensioning: The height of the transition cavity can be set to different heights according to the needs of prestressing, which is convenient for tensioning prestressed tendons inside.

[0069] 4. Smooth stiffness change: Due to the addition of transition section compartments and the pouring of concrete inside, the stiffness of the bridge tower changes from a solid rectangular section to an annular cavity section and then to a steel box section. The stiffness change of the entire structure is smoother, avoiding the huge difference between the steel structure section and the concrete section in traditional anchoring.

[0070] 5. After grouting inside the transition cavity, it not only ensures the transmission of compressive stress under the prestressed anchor, but also greatly improves the stability of the steel plate.

[0071] 6. By adding PBL shear keys 500 and PBL shear nails 600, the pressure stress reserve of the entire anchoring device can be increased, thereby improving the strength and stability of the entire device;

[0072] 7. The wall plate stiffening ribs 700 are welded and fixed to the inner wall of the tower wall steel plate of the main tower, which can form a multi-pass weld connection, thereby improving the situation where the tensile stress of the welds between the original tower wall rear anchor plates 200 is large.

[0073] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some or all of the technical features therein by equivalents. These modifications or replacements do not deviate the essence of the corresponding technical solutions from the scope of the technical solutions of the embodiments of the present invention, and they should all be included in the scope of the claims and specification of the present invention.

Claims

1. A steel-concrete composite bridge tower anchoring device, characterized in that: include: A pressure-bearing steel plate is arranged between the main tower concrete and the main tower steel structure section, and is arranged close to one side of the main tower concrete. The periphery of the pressure-bearing steel plate is welded and fixed to the inner side wall of the tower wall steel plate of the main tower. A casting hole is opened in the middle of the pressure-bearing steel plate, and a plurality of through holes and anchor holes are opened on the pressure-bearing steel plate. A rear anchor plate is arranged between the pressure-bearing steel plate and the main tower steel structure section, the peripheral wall of the rear anchor plate is welded and fixed to the inner wall of the tower wall steel plate of the main tower, and a plurality of through holes and anchor holes are opened on the rear anchor plate; and The closed steel plate sleeve is arranged between the pressure-bearing steel plate and the rear anchor plate. The pressure-bearing steel plate, the rear anchor plate and the closed steel plate sleeve form a transition cavity. The closed steel plate sleeve is provided with a feed hole connected to the transition cavity, and the transition cavity can be injected with expansive concrete.

2. The steel-concrete composite bridge tower anchoring device according to claim 1 is characterized in that: It also includes a partition, and a plurality of partitions are arranged in the transition cavity. The plurality of partitions divide the transition cavity into a plurality of isolation chambers connected in sequence, and the two ends of the partition are connected to the pressure-bearing steel plate and the rear anchor plate.

3. The steel-concrete composite bridge tower anchoring device according to claim 1 is characterized in that: A plurality of PBL shear keys are arranged on one side of the pressure bearing steel plate close to the main tower concrete.

4. The steel-concrete composite bridge tower anchoring device according to claim 1, characterized in that: A plurality of PBL shear studs are arranged on one side of the pressure-bearing steel plate and the main tower concrete.

5. The steel-concrete composite bridge tower anchoring device according to claim 2 is characterized in that: It also includes wall plate stiffening ribs. The rear anchor plate is provided with a plurality of wall plate stiffening ribs close to the main tower steel structure section, and the wall plate stiffening ribs are welded and fixed to the inner side wall of the tower wall steel plate of the main tower.

6. The steel-concrete composite bridge tower anchoring device according to claim 5, characterized in that: A stiffening plate is provided at the end of the wall panel stiffening rib, and the stiffening plate is welded and fixed to the rear anchor plate.

7. The steel-concrete composite bridge tower anchoring device according to claim 1, characterized in that: PBL shear studs are arranged on the tower wall steel plate of the main tower.

8. The steel-concrete composite bridge tower anchoring device according to claim 1, characterized in that: PBL shear studs are set on the inner wall of the closed steel plate sleeve.

9. The steel-concrete composite bridge tower anchoring device according to claim 1, characterized in that: The rear anchoring plate is provided with an air outlet hole communicated with the transition cavity.

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