Anchoring device for steel box concrete cover beam pre-tensioning method prestress tensioning

Abstract

The utility model relates to the technical field of bridge construction, in particular to an anchoring device for pre-tensioning method prestress tensioning of a steel box concrete cover beam, which comprises an inner side tensioning anchor plate and an outer side tensioning anchor plate, the inner side tensioning anchor plate is connected to a prestress anchoring area of the cover beam, and the outer side tensioning anchor plate is connected to a steel box concrete cover beam. The outer side tensioning anchor plate is arranged on the face, opposite to the bent cap, of the inner side tensioning anchor plate, the inner side tensioning anchor plate and the outer side tensioning anchor plate are correspondingly provided with a plurality of through holes, the through holes are distributed in a rectangular array mode, and a supporting piece is arranged between the inner side tensioning anchor plate and the outer side tensioning anchor plate. According to the tensioning and anchoring device, the problems that in the prior art, a pre-tensioning method prestressing tendon is anchored through a fixed pedestal or a steel die, an anchoring device is large in occupied area and needs to be integrally transported to a construction site after being tensioned and released in a designated site, and the operation process is tedious are solved.

Description

Technical Field

[0001] The utility model relates to the technical field of bridge construction, in particular to an anchoring device for the pre-tensioning of a steel box concrete capping beam by the pre-tensioning method. Background Art

[0002] Under the background of "dual carbon", the bridge engineering industry is rapidly advancing towards intelligence and assembly. The prestressed steel box concrete capping beam emerges as a new type of composite structure. To ensure better prestress effect of the composite structure, the prestressed steel box concrete capping beam adopts the pre-tensioning method. Its outer side is a steel box. After the prestressing tendons are tensioned by the pre-tensioning method, self-compacting concrete is poured into the steel box. After the concrete reaches the strength, the tension is released. The prestressed steel box concrete capping beam has a unique shape and various styles. Considering the rapidity and convenience of assembly construction, the transverse slope of the capping beam top plate is set as a one-way or two-way transverse slope of 2% - 4% to adapt to the cross slope of the route. Considering that different types of capping beams can maintain the best stress state under different design loads, usually 16 - 24 prestressing tendons with a diameter of 17.8mm are adopted at the top of the capping beam, and usually 8 - 16 prestressing tendons with a diameter of 17.8mm are adopted at the bottom. Due to the limitation of the capping beam width and the requirements of the structure, the prestressing tendons are arranged in a row of 4 tendons, that is, the prestressing tendons of the capping beam are arranged in various combinations of "4 - 6 rows at the top + 2 - 4 rows at the bottom".

[0003] Traditional pre-tensioning prestressing tendons are all anchored by fixed pedestals or steel molds, such as Figure 10 and Figure 11 shown. The two tensioning pedestal foundations 7 are both arranged on the bottom surface, and steel columns 16, jacks 13 and rigid tension belts 15 for tensioning are arranged on their top surfaces. The two tensioning pedestal foundations 7 are connected by a horizontal support beam 9. The horizontal support beam 9 is respectively provided with a T-beam pedestal 10 and a T-beam 11. A bender foundation 12 is arranged below the middle of the horizontal support beam 9. The T-beam 11 is used to fix the steel strand 8. The two ends of the steel strand 8 are connected to the jack 13 for tensioning. However, such an anchoring device occupies a large area, and it is necessary to tension and release the tension at a designated site and then transport it to the construction site as a whole. The operation of the anchoring pedestal and the steel mold is complicated. Coupled with the 21-day curing cycle required from tensioning to releasing the tension, the whole operation process is complicated and cumbersome, consuming materials and labor. Content of the Utility Model

[0004] The purpose of the utility model is to solve the problems existing in the prior art that the pre-tensioning prestressing tendons are all anchored by fixed pedestals or steel molds, the anchoring device occupies a large area, and it is necessary to tension and release the tension at a designated site and then transport it to the construction site as a whole, and the operation process is cumbersome, and to provide an anchoring device for the pre-tensioning of a steel box concrete capping beam by the pre-tensioning method.

[0005] In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows:

[0006] An anchoring device for the pretensioning of a steel box concrete capping beam by the pretensioning method, comprising an inner tensioning anchor plate and an outer tensioning anchor plate. The inner tensioning anchor plate is connected to the prestressed anchorage area of the capping beam. The outer tensioning anchor plate is arranged on the side of the inner tensioning anchor plate facing away from the capping beam. A plurality of through holes are correspondingly arranged on the inner tensioning anchor plate and the outer tensioning anchor plate. A support member is arranged between the inner tensioning anchor plate and the outer tensioning anchor plate.

[0007] The prestressed anchorage area of the capping beam comprises a top prestressed anchorage area and a bottom prestressed anchorage area. This device is applicable to the top prestressed anchorage area and the bottom prestressed anchorage area.

[0008] One side of the inner tensioning anchor plate is connected to the prestressed anchorage area of the capping beam, and the other side is connected to the outer tensioning anchor plate through a support member. The positions of the through holes are determined according to the arrangement of the prestressing tendons. Since the positions of the through holes on the inner tensioning anchor plate and the outer tensioning anchor plate correspond, the prestressing tendons can respectively pass through the through holes of the inner tensioning anchor plate and the outer tensioning anchor plate. After being tensioned to the design value on-site by a jack, they are anchored to the outer tensioning anchor plate through wedge grips. The anchoring force of the prestressing tendons received by the outer tensioning anchor plate is transmitted to the inner tensioning anchor plate through the support member, and then transmitted to the steel box of the capping beam, forming the "self-anchoring" of the prestressing tendons of the capping beam. This device can use the inner tensioning anchor plate and the outer tensioning anchor plate to carry out the "self-anchoring" of the prestressed steel tendons of the capping beam in any suitable site (including the construction site), without the need for tensioning and relaxation in a designated site, nor the need to set up a fixed pedestal or steel formwork with a large floor area. And this device can directly carry out tensioning on the construction site, without the need to transport it to the corresponding tensioning site for tensioning and relaxation and then transport it to the construction site, reducing the transportation operation process and being conducive to improving the construction efficiency.

[0009] As a preferred solution of the present utility model, the support member comprises at least two support plates, and two of the support plates are relatively arranged on the opposite sides of the through hole area, and the distances from the two support plates to the through hole area are equal.

[0010] When only two support plates are provided and the two support plates are relatively arranged, and the distances from the two support plates to the through hole area are equal, it is possible to ensure that the two support plates evenly transmit the anchoring force to the outer support plate as much as possible, and the area between two adjacent support plates can be used for relaxation. Thus, it is possible to avoid as much as possible the uneven stress at the ends of the inner tensioning anchor plate and the steel box of the capping beam caused by uneven force transmission, which affects the quality of the capping beam.

[0011] As a preferred solution of the present utility model, the support member comprises three support plates, and another support plate is located between the two support plates on both sides.

[0012] The other plate refers to the plate other than the two supporting plates arranged on both sides of the through-hole area. The three supporting plates arranged in parallel with each other can reduce the bending moment of the outer tension anchor plate as much as possible, avoid deformation of the outer tension anchor plate as much as possible, and help increase the stability of the outer tension anchor plate.

[0013] As a preferred solution of the utility model, the support member comprises a plurality of support columns, and the plurality of support columns are evenly arranged around the periphery of the through hole area.

[0014] As a preferred solution of the utility model, the support column is also arranged in the gap between two adjacent through holes.

[0015] As a preferred solution of the utility model, the outer tension anchor plate protrudes from the support member, and the outer tension anchor plate is connected to the support member through a first limit plate, and the first limit plate is provided with a groove, and the groove is used to clamp the first limit plate.

[0016] The support is connected to the inside of the outer tension anchor plate, which can ensure the stability of the device when fixing the prestressed beam as much as possible. However, the outer tension anchor plate protrudes from the support. After the prestressed beam is tensioned, the prestress is applied to the outer tension anchor plate through the clip anchor, causing the outer tension anchor plate to deform out of the plane and warp out of the plane on both sides. Therefore, the first limiter is set to provide sufficient rigidity, reduce this out-of-plane deformation, and prevent the connection weld between the outer tension anchor plate and the support plate from cracking.

[0017] As a preferred solution of the utility model, when the inner tension anchor plate is connected to the prestressed anchoring area at the top of the cap beam, the size of the inner tension anchor plate is larger than the size of the prestressed anchoring area at the top of the cap beam, the distance from the through hole area to the top surface of the inner tension anchor plate is smaller than the distance from the through hole area to the bottom surface of the inner tension anchor plate, and a second limit plate is provided on the top surface of the inner tension anchor plate, and the second limit plate is connected to the protruding end of the top surface of the inner tension anchor plate and the cap beam top plate.

[0018] Because the size of the inner tension anchor plate is larger than the size of the prestressed anchoring area at the top of the cap beam, when the inner tension anchor plate is set in the prestressed anchoring area at the top of the cap beam, the inner tension anchor plate protrudes from the web plate, bottom plate and top plate of the cap beam, so the stability of the device can be guaranteed as much as possible when the prestressed beam is fixed by the device. The through-hole area is set at a relatively high position of the inner tension anchor plate to meet the stress form of the cap beam. The second limit plate is connected to the top surface of the inner tension anchor plate and the top plate of the cap beam to avoid the top of the inner tension anchor plate from warping and causing cracks, which affects the tensioning effect.

[0019] As a preferred embodiment of the present utility model, the second limiting plate is an L-shaped member, and a groove is provided inside the second limiting plate for clamping the inner tensioning anchor plate. The included angle of the L-shaped member is determined according to the transverse slope of the capping beam top plate.

[0020] As a preferred embodiment of the present utility model, the inner tensioning anchor plate is provided with a third limiting plate, and the third limiting plate is connected to the blank side of the inner tensioning anchor plate below the through-hole area and the capping beam web.

[0021] The third limiting member is connected to the blank side of the inner tensioning anchor plate and the capping beam web, and the through-hole area is arranged in the relatively upper area of the third limiting member. Therefore, the third limiting member is provided to prevent the inner tensioning anchor plate from detaching from the capping beam due to uneven force on the inner tensioning anchor plate.

[0022] As a preferred embodiment of the present utility model, the size of the through-hole in the inner tensioning anchor plate is larger than the size of the corresponding through-hole in the outer tensioning anchor plate.

[0023] The through-hole of the outer tensioning anchor plate has a smaller size, which is convenient for fixing the tensioned prestressed tendon.

[0024] In summary, due to the adoption of the above technical solutions, the beneficial effects of the present utility model are as follows:

[0025] An anchoring device for the pretensioning of a steel box concrete capping beam, comprising an inner tensioning anchor plate and an outer tensioning anchor plate arranged oppositely. One side of the inner tensioning anchor plate is connected to the prestressed anchorage area of the capping beam, and the other side is connected to the outer tensioning anchor plate through a support member. Since the positions of the through-holes in the inner tensioning anchor plate and the outer tensioning anchor plate correspond, the prestressed tendon can pass through the through-holes in the inner tensioning anchor plate and the outer tensioning anchor plate simultaneously. After being tensioned to the design value on-site by a jack, it is anchored to the outer tensioning anchor plate through wedge grips. The anchoring force of the prestressed tendon received by the outer tensioning anchor plate is transmitted to the inner tensioning anchor plate through the support member and then to the steel box of the capping beam, forming the "self-anchoring" of the capping beam prestressed tendon. This device can use the inner tensioning anchor plate and the outer tensioning anchor plate to perform the "self-anchoring" of the capping beam prestressed steel tendon in any suitable site (including the construction site), without the need for tensioning and relaxation in a designated site, nor the need to set up a fixed pedestal or steel formwork with a large floor area. Moreover, this device can directly perform tensioning on-site, without the need to transport it to the corresponding tensioning site for tensioning and relaxation and then transport it to the construction site, reducing the transportation operation process and being beneficial to improving the construction efficiency. This device solves the problems existing in the prior art that the pretensioned prestressed tendons all use a fixed pedestal or steel formwork for anchoring, the anchoring device has a large floor area, and it needs to be tensioned and relaxed in a designated site and then transported to the construction site as a whole, and the operation process is cumbersome. Description of the Drawings

[0026] Figure 1 It is a schematic diagram of the position of the prestressed anchorage area of the bent cap.

[0027] Figure 2 It is a schematic diagram of the structure of the prestressed anchorage area at the top of the bent cap.

[0028] Figure 3 It is a schematic diagram of the structure of the prestressed anchorage area at the bottom of the bent cap.

[0029] Figure 4 It is a schematic diagram of the installation of the tensioning and anchoring device located at the top of the bent cap in Embodiment 1 Figure 1 (View from below);

[0030] Figure 5 It is a schematic diagram of the installation of the tensioning and anchoring device located at the top of the bent cap in Embodiment 1 Figure 2 (View from above);

[0031] Figure 6 It is a schematic diagram of the structure of the tensioning and anchoring device located at the top of the bent cap in Embodiment 1

[0032] Figure 7 It is a schematic diagram of the structure of the second limiting plate in Embodiment 1

[0033] Figure 8 It is a schematic diagram of the installation of the tensioning and anchoring device located at the bottom of the bent cap in Embodiment 1 (View from below);

[0034] Figure 9 It is a schematic diagram of the structure of the tensioning and anchoring device located at the bottom of the bent cap in Embodiment 1

[0035] Figure 10 It is a schematic diagram of the tensioning of prestressed tendons by the pre-tensioning method in the prior art Figure 1 ;

[0036] Figure 11 It is a schematic diagram of the tensioning of prestressed tendons by the pre-tensioning method in the prior art Figure 2 .

[0037] Icons: 11 - First tensioning anchor plate, 12 - Second tensioning anchor plate, 13 - First support plate, 14 - First limiting plate, 15 - Second limiting plate, 16 - Third limiting plate, 21 - Third tensioning anchor plate, 22 - Fourth tensioning anchor plate, 23 - Second support plate, 24 - Fourth limiting member, 3 - Bent cap web, 4 - Bent cap bottom plate, 5 - Bent cap top plate, 6 - Prestressed anchorage area, 7 - Tensioning pedestal foundation, 8 - Steel strand, 9 - Horizontal support beam, 10 - T-beam pedestal, 11 - T-beam, 12 - Bender foundation, 13 - Jack, 14 - Steel column, 15 - Rigid tension belt. Detailed implementation manners

[0038] The present utility model will be described in detail below in conjunction with the accompanying drawings.

[0039] In order to make the objectives, technical solutions and advantages of the present utility model more clear and understandable, the present utility model will be further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present utility model and are not used to limit the present utility model.

[0040] In the description of the following specific embodiments, the expression terms indicating the orientation or positional relationship such as "upper", "lower", "left", "right", "center", "inner", "outer", etc. are all based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship when the device / device is normally used and placed. These terms of orientation or positional relationship are only for the convenience of description or simplifying the description in the specific embodiments, so as to facilitate technicians to quickly understand the solution, rather than indicating or implying that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, it should not be construed as a limitation to the present utility model.

[0041] The terms "horizontal", "vertical", etc. do not mean that the corresponding device / component / element is required to be absolutely horizontal or vertical or hanging, but can be slightly inclined. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but can be slightly inclined. Or, it can be simply understood that the corresponding device / component / element is set in a specific direction such as "horizontal" or "vertical", and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the solution of the present utility model.

[0042] The expressions such as "first", "second", "third", etc. are only used to distinguish the description of the same or similar components, and should not be understood as emphasizing or implying the relative importance of specific components.

[0043] The places where the terms "set", "installed", "connected", "connected" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection. It can be a connection means commonly used in the art such as welding, riveting, bolting, threaded connection, etc. It can be directly connected, or indirectly connected through an intermediate medium, or the communication inside two components.

[0044] Embodiment 1

[0045] Such as Figures 4 - 7 And Figure 9As shown in the figure, an anchoring device for the pretensioning of a steel box concrete capping beam by the pretensioning method includes an inner tensioning anchor plate and an outer tensioning anchor plate. The inner tensioning anchor plate is connected to the prestressed anchorage area 6 of the capping beam. The outer tensioning anchor plate is arranged on the side of the inner tensioning anchor plate facing away from the capping beam. A plurality of through holes are correspondingly arranged on the inner tensioning anchor plate and the outer tensioning anchor plate, and the plurality of through holes are arranged in a rectangular array. A support member is arranged between the inner tensioning anchor plate and the outer tensioning anchor plate. The position of the prestressed anchorage area 6 of the capping beam is as shown by the dotted circle in Figure 1 , and the specific structural form is as shown in Figures 2 - 3 , where Figure 2 is the prestressed anchorage area 6 at the top, Figure 3 is the prestressed anchorage area 6 at the bottom.

[0046] In this embodiment, the first tensioning anchor plate 11 and the third tensioning anchor plate 21 are respectively used as the inner tensioning anchor plates at the top and bottom; the second tensioning anchor plate 12 and the fourth tensioning anchor plate 22 are respectively used as the outer tensioning anchor plates at the top and bottom.

[0047] The working state diagram of the anchorage of the prestressed anchorage area 6 at the top is as shown in Figures 4 - 5 . As shown in Figures 4 - 6 , the anchoring device located at the top of the capping beam includes the first tensioning anchor plate 11 and the second tensioning anchor plate 12. The second tensioning anchor plate 12 is arranged on the side of the first tensioning anchor plate 11 facing away from the capping beam. In this embodiment, the support member is the first support plate 13 located between the first tensioning anchor plate 11 and the second tensioning anchor plate 12, and the second support plate 23 located between the third tensioning anchor plate 21 and the fourth tensioning anchor plate 22. The first tensioning anchor plate 11 and the second tensioning anchor plate 12 are connected by three first support plates 13. The three first support plates 13 are parallel to each other, equally spaced, and the space between two adjacent first support plates 13 is used for relaxation. Both the first tensioning anchor plate 11 and the second tensioning anchor plate 12 are provided with 6×4 (6 rows and 4 columns) through holes, and the through holes on the first tensioning anchor plate 11 and the through holes on the second tensioning anchor plate 12 correspond to each other in position. The distance between two adjacent first support plates 13 is the area corresponding to two through holes, that is, the two edge first support plates 13 are located outside the through hole area, and the middle first support plate 13 is located in the middle of the through hole area, as shown in Figure 6 . The diameter of the through hole of the first tensioning anchor plate 11 is 50 mm, and the diameter of the through hole of the second tensioning anchor plate 12 is 30 mm. The size of the second tensioning anchor plate 12 is smaller than that of the first tensioning anchor plate 11. The inner tensioning anchor plate protrudes from the web 3, the bottom plate 4 and the top plate 5 of the capping beam. The distance from the through hole area to the top surface of the inner tensioning anchor plate is less than the distance from the through hole area to the bottom surface of the inner tensioning anchor plate. Two second limiting plates 15 are welded to the top surface of the inner tensioning anchor plate, and the two second limiting plates 15 are connected to the protruding end of the top surface of the inner tensioning anchor plate and the top plate 5 of the capping beam, as shown in Figure 5 . As shown in Figure 7As shown, the second limiting plate 15 is an L-shaped member. A groove is provided inside the second limiting plate 15, and the size of the groove is 2 cm. The groove is used to clamp the protruding end of the top surface of the inner tensioning anchor plate. The included angle of the L-shaped member is determined according to the transverse slope of the capping beam top plate 5. Figure 7 In Figure 7 , n is the slope of the inner side of the L-shaped member. In this embodiment, there are three types of second limiting plates 15 with slopes of 2%, 3%, and 4% respectively to adapt to the transverse slope of the capping beam top plate 5.

[0048] As Figures 4 - 5 shown, since the through holes of the first tensioning anchor plate 11 are closer to its top surface, two third limiting plates 16 are provided outside the lower through hole area of the first tensioning anchor plate 11. The two third limiting plates 16 are symmetric about the midline of the first tensioning anchor plate 11. The outer shape of the third limiting plate 16 is also L-shaped like the second limiting plate 15, and is provided with a clamping portion for the protruding end of the first tensioning anchor plate 11 protruding from the capping beam web 3. The third limiting plate 16 is welded to the first tensioning anchor plate 11 and the capping beam web 3.

[0049] As Figure 6 shown, since the second tensioning anchor plate 12 has a protruding end protruding from the first support plate 13, four first limiting plates 14 are provided, with two first limiting plates 14 provided on each of the left and right sides. The first limiting plates 14 on both sides are symmetric about the midline of the second tensioning anchor plate 12. The first limiting plate 14 is welded to the second tensioning anchor plate 12 and the first support plate 13.

[0050] In this embodiment, the first tension anchor plate 11 is a plate member with a width of 48 cm × a height of 84 cm × a thickness of 40 mm. Six rows and four columns of tension anchor holes with a diameter of 50 mm are opened on the plate member, which can meet the requirements of tensioning the prestressed tendons with a diameter of 17.8 mm in 4 - 6 rows at the top of the capping beam. The plate member is closely attached to the end of the capping beam, and the size exceeds the size of the end of the capping beam by 2 cm on each side with a width of 44 cm × a height of 80 cm, and can also be used as the outer sealing plate at the end of the capping beam. The second tension anchor plate 12 is a plate member with a width of 48 cm × a height of 50 cm × a thickness of 40 mm, protruding 2 cm from the first support plate 13. The distance between two adjacent first support plates 13 is 220 mm because the web width of the capping beam is 440 mm. By setting three first support plates 13, compared with only setting two first support plates 13 on the outside of the through - hole area, the maximum sectional moment of the second tension anchor plate 12 under the action of the anchoring force can be reduced by 78%, and the maximum out - of - plane deformation can be reduced by 94%. At the same time, the stability of the second tension anchor plate 12 is increased. The two first support plates 13 on both sides are aligned with the capping beam web 3, so that the anchoring force of the second tension anchor plate 12 can be transmitted to the capping beam web 3 to the greatest extent, reducing the stress level of the first tension anchor plate 11. The setting of the anchoring device on the upper part of the capping beam is determined according to the number of prestressed tendons. In this embodiment, there are only 24 prestressed tendons with a diameter of 17.8 mm on the upper part of the capping beam, so only a combination of one first tension anchor plate 11 and one second tension anchor plate 12 is set. The combination of the third tension anchor plate 21 and the fourth tension anchor plate 22 can also be used for the upper part of the capping beam. When 28 or 32 prestressed tendons with a diameter of 17.8 mm need to be set on the upper part of the capping beam, a combination of one first tension anchor plate 11 and one second tension anchor plate 12 and a combination of one third tension anchor plate 21 and one fourth tension anchor plate 22 can be set together on the upper part of the capping beam; when more prestressed tendons need to be set on the upper part of the capping beam, at least two combinations of the first tension anchor plate 11 and the second tension anchor plate 12 can be set together.

[0051] As Figures 8 - 9As shown in the figure, the anchoring device located at the bottom of the capping beam includes a third tensioning anchor plate 21 and a fourth tensioning anchor plate 22. One side of the third tensioning anchor plate 21 is connected to the bottom plate 4 of the capping beam, and the other side is connected to the fourth tensioning anchor plate 22 through three second support plates 23. The three second support plates 23 are parallel to each other and have equal spacing. The space between two adjacent second support plates 23 is used for stress relaxation. Both the third tensioning anchor plate 21 and the fourth tensioning anchor plate 22 are provided with 2×4 through holes, and the positions of the through holes on the two anchor plates correspond to each other. The two second support plates 23 at the edges are located outside the through hole area, and the middle second support plate 23 is located at the center line of the through hole area. The third tensioning anchor plate 21 and the fourth tensioning anchor plate 22 have the same size. Since the fourth tensioning anchor plate 22 protrudes from the second support plate 23, a fourth limiting member 24 is respectively provided on both sides of the fourth tensioning anchor plate 22. The fourth limiting member 24 is welded to both the fourth tensioning anchor plate 22 and the second support plate 23 at the same time. The size and model of the fourth limiting member 24 are the same as those of the first limiting plate 14, which reduces the types of parts of the whole set of devices and avoids safety problems caused by workers on the construction site confusing parts.

[0052] The third tensioning anchor plate 21 is a plate member with a width of 48 cm, a height of 20 cm, and a thickness of 32 mm, which is closely attached to the end of the capping beam. The plate member is provided with 2 rows and 4 columns of tensioning anchor holes with a diameter of 50 mm; the fourth tensioning anchor plate 22 is a plate member with a width of 48 cm, a height of 20 cm, and a thickness of 32 mm, and the plate member is provided with 2 rows and 4 columns of tensioning anchor holes with a diameter of 30 mm. The spacing between two adjacent second support plates 23 is 220 mm. The two second support plates 23 on both sides are aligned with the web 3 of the capping beam, so that the anchoring force can be directly transmitted to the web 3 of the capping beam.

[0053] As Figure 8 As shown in the figure, the prestressed anchoring device at the bottom of the capping beam is arranged in a group of 2 rows, which can fully adapt to the "stepped" structure at the bottom of the steel box concrete capping beam. The layout of the tensioning and anchoring devices at the lower part of the capping beam is determined according to the number of corresponding prestressed tendons. According to the results of force calculation, when 8 prestressed tendons with a diameter of 17.8 mm need to be arranged at the bottom of the capping beam, the capping beam is designed as one "step", and only a combination of a set of third tensioning anchor plate 21 and fourth tensioning anchor plate 22 is required; when 12 or 16 prestressed tendons with a diameter of 17.8 are needed at the bottom of the capping beam, the capping beam is designed as two "steps", and an anchoring device with two sets of third tensioning anchor plate 21 and fourth tensioning anchor plate 22 is set. The two sets of anchoring devices can tension the prestress at the same time, improving the construction efficiency; when more prestressed tendons need to be arranged, and so on.

[0054] The first tension anchor plate 11, the second tension anchor plate 12, the first support plate 13 and the first limit plate 14 are welded into one body in the factory; the third tension anchor plate 21, the fourth tension anchor plate 22, the second support plate 23 and the fourth limit member 24 are welded into one body in the factory, and no on-site assembly is required. In the tensioning and anchoring device at the top of the capping beam, the second limit plate 15 and the third limit plate 16 are fixed to the outside of the capping beam steel box by spot welding. After the tension release is completed, the spot welding points of the second limit plate 15 and the third limit plate 16 with the capping beam steel box are cut off with a grinding machine, and then the tensioning and anchoring device can be removed and reused for the next capping beam.

[0055] The support members in this embodiment are the first support plate 13 and the second support plate 23. The support members can also be replaced by multiple support columns (not shown in the figure), and the multiple support columns are evenly arranged along the side of the through-hole area and are also staggered in the gaps of the through-holes.

[0056] The above are only the preferred embodiments of the present invention, and are not intended to limit the present invention. Any modifications, equivalent replacements, and improvements made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. An anchoring device for prestressing of steel box concrete cap beams by pre-tensioning method, characterized in that: The invention comprises an inner tension anchor plate and an outer tension anchor plate, wherein the inner tension anchor plate is connected to a prestressed anchoring area (6) of a cap beam, and the outer tension anchor plate is arranged on a side of the inner tension anchor plate facing away from the cap beam, and the inner tension anchor plate and the outer tension anchor plate are respectively provided with a plurality of through holes, and a support member is arranged between the inner tension anchor plate and the outer tension anchor plate.

2. The anchoring device for prestressing of steel box concrete cap beam according to claim 1 is characterized in that: The support member comprises at least two support plates, wherein the two support plates are arranged on opposite sides of the through hole area, and the distances between the two support plates and the through hole area are equal.

3. The anchoring device for prestressing of steel box concrete cap beam according to claim 2 is characterized in that: The support member includes three support plates, and another support plate is located between two support plates on both sides.

4. The anchoring device for prestressing of steel box concrete cap beam according to claim 1, characterized in that: The support member comprises a plurality of support columns, and the plurality of support columns are evenly arranged around the periphery of the through hole area.

5. The anchoring device for prestressing of steel box concrete cap beam according to claim 4 is characterized in that: The support column is also arranged at the gap between two adjacent through holes.

6. An anchoring device for prestressing of steel box concrete cap beam according to any one of claims 1 to 5, characterized in that: The outer tension anchor plate protrudes from the support member, and the outer tension anchor plate is connected to the support member via a first limit plate (14), and the first limit plate (14) is provided with a groove, and the groove is used to clamp the first limit plate (14).

7. An anchoring device for prestressing of steel box concrete cap beams according to any one of claims 1 to 5, characterized in that: When the inner tension anchor plate is connected to the prestressed anchoring area (6) at the top of the cap beam, the size of the inner tension anchor plate is larger than the size of the prestressed anchoring area (6) at the top of the cap beam, the distance from the through hole area to the top surface of the inner tension anchor plate is smaller than the distance from the through hole area to the bottom surface of the inner tension anchor plate, and a second limiting plate (15) is provided on the top surface of the inner tension anchor plate, and the second limiting plate (15) is connected to the protruding end of the top surface of the inner tension anchor plate and the cap beam top plate (5).

8. An anchoring device for prestressing of steel box concrete cap beam according to claim 7, characterized in that: The second limiting plate (15) is an L-shaped component, and a groove is provided inside the second limiting plate (15), and the groove is used to clamp the inner tension anchor plate, and the angle of the L-shaped component is determined according to the transverse slope of the cap beam top plate (5).

9. The anchoring device for prestressing of steel box concrete cap beam according to claim 7, characterized in that: The inner tension anchor plate is provided with a third limit plate (16), and the third limit plate (16) is connected to the blank side of the inner tension anchor plate located below the through hole area and the web plate (3) of the cap beam.

10. An anchoring device for prestressing of steel box concrete cap beams according to any one of claims 1 to 5, characterized in that: The size of the through hole located at the inner tension anchor plate is larger than the size of the corresponding through hole located at the outer tension anchor plate.

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