Segmental arch cast-in-place support

Abstract

The application provides an arch ring segment cast-in-place support, which comprises a stand column and a support frame arranged on the top of the stand column, the support frame is used for supporting a formwork for arch ring segment pouring, the stand column and the support frame are both connected with a pre-embedded part pre-embedded in an arch seat pier column, and an adjusting part for adjusting the elevation and slope of the support frame is arranged between the top of the stand column and the support frame. The application can effectively support the cast-in-place construction of the 0# segment of the main arch ring of a steel concrete arch bridge, a clear multi-stage load transmission path is formed through the stand column foundation, the stand column, the cross beam, the wedge block, the longitudinal load bearing beam and the distribution beam, the load is effectively dispersed, and stress concentration is avoided. Meanwhile, the stand column and the support frame are both connected with the pre-embedded part pre-embedded in the arch seat pier column, so that the vertical load transmitted by the stand column and the horizontal load borne by the support frame are transmitted to the concrete of the arch seat pier column, stress concentration is avoided, the stability of the support frame is affected, and the structural stability and supporting capacity of the support frame are improved.

Description

Technical Field

[0001] This application relates to the field of arch construction technology, specifically to a cast-in-place support for arch segments. Background Technology

[0002] Arch bridges utilize reinforced concrete main arch rings, offering advantages such as high load-bearing capacity, strong stability, good corrosion resistance, and low construction cost, making them widely used in railway and highway lines. Construction methods for reinforced concrete main arch rings generally include the full-span scaffolding method, the steel arch ring method, and the cantilever casting method. The full-span scaffolding method involves first erecting a full-span scaffold under the arch ring, and then casting the arch ring on the scaffold. This method is clearly unsuitable for arch bridges where navigation is required below or where there is a deep "V"-shaped canyon below. The steel arch ring method involves first constructing the arch in one go using a steel truss below the main arch ring, and then casting the main arch ring on the steel truss. After the bridge is completed, the steel arch ring is removed. This method involves many construction steps, high risks, and a large amount of steel consumption. The cantilever casting method uses a combination of inclined suspension and inverted formwork to cantilever the main arch ring segment by segment. The use of inverted formwork segment by segment is to fully utilize the space below the main arch ring. This method has mature construction technology and is currently the main construction method used for large-span reinforced concrete arch bridges.

[0003] When the main arch ring of a reinforced concrete arch bridge is cantilevered, an inverted formwork cannot be installed on the 0# segment of the main arch ring, so a support frame needs to be erected for the pouring construction. Utility Model Content

[0004] The purpose of this application is to provide a cast-in-place support for arch segments suitable for the cast-in-place construction of arch segment 0#. The support structure is simple and can meet the support requirements of cast-in-place construction of arch segments.

[0005] To achieve the above objectives, this application provides the following technical solution: A cast-in-place support for an arch segment includes a column and a support frame erected on top of the column. The support frame supports the formwork for casting the arch segment. Both the column and the support frame are connected to embedded parts pre-embedded in the arch seat pier. The embedded parts include a first embedded part and a second embedded part. The first embedded part is located at the front edge of the arch seat and is used to connect with the column. The second embedded part is used to connect with the lower end of the longitudinal load-bearing beam of the support frame and is located at the chamfered position of the upper edge of the arch seat. An adjusting component for adjusting the elevation and slope of the support frame is provided between the top of the column and the support frame.

[0006] Further configuration: at least two sets of columns are provided along the direction of the arch ring, and the columns gradually increase in height along the direction away from the arch seat pier, with at least three columns in each set along the thickness direction of the arch ring.

[0007] Further features: Horizontal bracing and / or diagonal bracing are provided between two adjacent columns.

[0008] Further configuration: Each group of columns is provided with a crossbeam at the top that extends along the thickness direction of the arch to connect all the columns in the group.

[0009] Further configuration: The adjusting component includes a wedge block disposed on the crossbeam, the bottom of the wedge block being fixedly connected to the crossbeam, and its top being provided with an inclined surface.

[0010] Further configuration: Multiple wedges are provided along the length of the crossbeam.

[0011] Further configuration: The support frame includes longitudinal load-bearing beams extending along the arch direction, and multiple longitudinal load-bearing beams are arranged side by side along the thickness direction of the arch. Distribution beams extending along the arch direction are provided on the longitudinal load-bearing beams.

[0012] Further configuration: A steel plate pad is provided between the bottom of the distribution beam and the longitudinal load-bearing beam for adjusting the linearity of the distribution beam.

[0013] Further configuration: The embedded part includes embedded steel and angle steel anchor bars, one end of the angle steel anchor bar is connected to the embedded steel plate, and the other end is provided with an end plate.

[0014] Further configuration: The bottom of the column is provided with a column foundation, and the column foundation is provided with a pile bottom steel plate for welding to the column. The concrete of the column foundation is provided with connecting anchor bars, and one end of the connecting anchor bars is connected to the pile bottom steel plate.

[0015] Compared with existing technologies, the solution in this application has the following advantages: 1. The cast-in-place arch segment support of this application can effectively support the cast-in-place construction of the 0# segment of the main arch of a steel-concrete arch bridge. It can effectively resist the concrete pouring load and the horizontal thrust generated by the arch. The columns form a spatial grid structure along the direction of the arch and the width of the arch. Through the column foundation, columns, crossbeams, wedges, longitudinal load-bearing beams, and distribution beams, a clear multi-level load transfer path is formed, effectively dispersing the load and avoiding stress concentration. At the same time, both the columns and the support frame are connected to the embedded parts in the arch abutment piers, thereby transferring the vertical load transmitted by the columns and the horizontal load on the support to the concrete of the arch abutment piers, avoiding stress concentration that would affect the stability of the support, and thus improving the structural stability and support capacity of the support.

[0016] 2. In the cast-in-place support for the arch segment designed in this application, the columns gradually increase in height away from the arch, matching the longitudinal geometric changes of the main arch. The wedge is set on the top of the crossbeam, and the elevation and slope of the support frame can be precisely adjusted through its top slope to ensure that the support surface of the support in this application matches the design line height of the 0# segment of the male arch. At the same time, the steel plate pads set between the distribution beam and the longitudinal load-bearing beam can further precisely control the elevation of the distribution beam, thereby ensuring that the curvature of the bottom formwork accurately meets the design requirements of the arch line.

[0017] Additional aspects and advantages of this application will be set forth in part in the description which follows, and will become apparent from the description or may be learned by practice of this application. Attached Figure Description

[0018] The above and / or additional aspects and advantages of this application will become apparent and readily understood from the following description of the embodiments taken in conjunction with the accompanying drawings, wherein: Figure 1 This is a schematic diagram of the connection between the cast-in-place support for the arch segment and the arch abutment column in this application; Figure 2 for Figure 1 Enlarged diagram of part A in the diagram; Figure 3 This is a schematic diagram of the column structure on the side of the arch abutment pier in the cast-in-place support for the arch segment of this application; Figure 4 This is a schematic diagram of the column structure on the side away from the arch seat pier in the cast-in-place support of the arch ring segment in this application; Figure 5 This is a top view of the support frame in the cast-in-place support for the arch segment of this application; Figure 6 This is a structural schematic diagram of the embedded parts in the cast-in-place support for the arch segment of this application; Figure 7 This is a structural schematic diagram of the column foundation in the cast-in-place support for the arch segment of this application.

[0019] In the diagram, 1. Column; 11. Horizontal brace; 12. Diagonal brace; 13. Horizontal beam; 14. Reinforcing bar; 2. Support frame; 21. Longitudinal load-bearing beam; 22. Distribution beam; 23. Steel plate pad; 3. Adjusting component; 4. Embedded component; 41. First embedded component; 42. Second embedded component; 431. Embedded steel plate; 432. Angle steel anchor bar; 433. End plate; 5. Column foundation; 51. Pile bottom steel plate; 52. Connecting anchor bar. Detailed Implementation

[0020] The embodiments of this application are described in detail below. Examples of these embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain this application, and should not be construed as limiting this application.

[0021] It should be understood that the steps described in the method embodiments of this utility model may be performed in different orders and / or in parallel. Furthermore, the method embodiments may include additional steps and / or omit the steps shown. The scope of this utility model is not limited in this respect.

[0022] The term "comprising" and its variations as used herein are open-ended, meaning "including but not limited to". The term "connection" can refer to a direct connection or an indirect connection via intermediate components (elements). The term "one embodiment" means "at least one embodiment"; the term "another embodiment" means "at least one additional embodiment"; the term "some embodiments" means "at least some embodiments". Definitions of other terms will be given in the following description.

[0023] It should be noted that the concepts of "first" and "second" mentioned in this utility model are only used to distinguish between devices, modules or units, and are not used to limit these devices, modules or units to necessarily be different devices, modules or units, nor are they used to limit the order or interdependence of the functions performed by these devices, modules or units.

[0024] For the case where scaffolding needs to be erected for the construction of segment 0 of the steel ring, please refer to [link to relevant documentation]. Figures 1 to 7 This application provides a cast-in-place support for an arch segment that can meet the support performance requirements for the cast-in-place 0# segment of the main arch of a reinforced concrete arch bridge.

[0025] Specifically, the cast-in-place support for the arch segment of this application includes a column 1 and a support frame 2. The support frame 2 is erected on top of the column 1 and is used to support the formwork for casting the 0# segment of the arch. An adjusting component 3 for adjusting the slope of the support frame 2 is provided between the top of the column 1 and the support frame 2. In addition, both the column 1 and the support frame 2 are connected to embedded parts 4 pre-embedded in the arch seat pier.

[0026] In this embodiment, at least two sets of columns 1 are provided along the arch ring direction, and the columns 1 gradually increase in height away from the arch abutment piers to adapt to the arch geometry changes of the arch ring. The arrangement of multiple sets of columns 1 helps to disperse stress and improve the support efficiency and seismic performance of the support frame. In this embodiment, two sets of columns 1 are provided, and each set of columns 1 has at least three columns along the width direction of the arch ring, thereby forming a spatial grid support system, which can effectively disperse the vertical load and horizontal thrust transmitted by the arch ring through the support frame 2, and avoid stress concentration. In this embodiment, each set of columns 1 has three columns along the width direction of the arch ring, and the spacing and height of each pair of adjacent columns 1 are equal.

[0027] The column 1 has a column foundation 5 at its base. In this embodiment, a C30 reinforced concrete structure is used as the column foundation 5. A pile bottom steel plate 51 is provided on the column foundation 5. The column 1 is fixed to the pile bottom steel plate 51 by welding. At the same time, the foundation at the bottom of the column foundation 5 is hardened with C20 concrete with a hardening thickness of not less than 20cm. Before constructing the column foundation 5, the pile bottom steel plate 51 is pre-embedded, and vibration holes are opened on the pile bottom steel plate 51 to vibrate the concrete of the cast-in-place column foundation 5 below the pile bottom steel plate 51. At the same time, a connecting anchor bar 52 is provided inside the concrete of the column foundation 5. One end of the connecting anchor bar 52 is connected to the pile bottom steel plate 51 by through-hole plug welding. The weld must meet the requirements of a secondary weld. The other end of the connecting anchor bar 52 is bent to make the connecting anchor bar 52 have an arc structure to enhance the connection strength between the connecting anchor bar 52 and the column foundation 5.

[0028] Furthermore, horizontal bracing 11 and / or diagonal bracing 12 are provided between two adjacent columns 1. The horizontal bracing 11, as a horizontal connecting member, can constrain the relative position of the two adjacent columns 1 and effectively transfer the load to the adjacent columns 1. The diagonal bracing 12 is inclinedly connected between two adjacent columns 1, forming a lateral force resisting triangular system, effectively improving the shear stiffness and overall stability of the column 1 structure. In this embodiment, horizontal bracing 11 and diagonal bracing 12 are specifically provided between two adjacent groups of columns 1. The number of horizontal bracing 11 and diagonal bracing 12 corresponds one-to-one with the number of columns 1 in each group. Simultaneously, horizontal bracing 11 and diagonal bracing 12 are also provided between two adjacent columns 1 in each group.

[0029] Each set of columns 1 is provided with a crossbeam 13 extending along the width of the arch at the top, so as to connect each set of columns 1 to form a whole. The crossbeam 13 can distribute the vertical load of its superstructure to the columns 1, avoid stress concentration, and effectively enhance the overall rigidity of the columns 1. At the same time, a reinforcing rib 14 is provided between the top of each column 1 and the crossbeam 13.

[0030] Adjustment component 3 is installed on crossbeam 13. In this embodiment, adjustment component 3 includes a wedge block, which is formed by welding steel plates with thicknesses of t=20mm and t=10mm. The bottom surface of the wedge block is set as a plane and is connected to the crossbeam 13 by four-sided welding. The top surface of the wedge block is an inclined surface that is inclined relative to its bottom surface. The support frame 2 is installed on the wedge block to adjust the elevation and slope of the support frame 2 through the wedge block. The wedge block also serves as a lowering device for the support frame 2. The inclined surface of the wedge block extends upward at an angle away from the pier column.

[0031] The support frame 2 is mounted on the wedge block and specifically includes longitudinal load-bearing beams 21. These beams extend along the arch ring direction and connect to the wedge block. In this embodiment, three-section I32a steel is used as the longitudinal load-bearing beams 21, and a total of six longitudinal load-bearing beams 21 are arranged along the width of the arch ring. It should be noted that the number and spacing of the longitudinal load-bearing beams 21 in this application need to be determined based on the actual width of the arch ring during construction.

[0032] The longitudinal load-bearing beam 21 is connected to the inclined surface of the wedge block by four-sided welding, with a weld thickness of not less than 16mm. Simultaneously, the lower end of the longitudinal load-bearing beam 21 is connected and fixed to the embedded part at the arch seat. A distribution beam 22 is provided on the longitudinal load-bearing beam 21, extending along the width direction of the arch ring, and multiple distribution beams 22 are arranged side-by-side along the length direction of the longitudinal load-bearing beam 21. In this embodiment, the distribution beams 22 are made of I25a or I28a steel, and the spacing between two adjacent distribution beams 22 is 50cm.

[0033] In addition, steel plate blocks 23 can be set between the distribution beam 22 and the longitudinal load-bearing beam 21 to support and adjust the linearity of the distribution beam 22. The two sides of the steel plate blocks 23 are welded to the longitudinal load-bearing beam 21 and the distribution beam 22 respectively, and the weld thickness is not less than 10mm. The cast-in-place bottom formwork of the 0# segment of the main arch ring of the reinforced concrete arch bridge is set on the distribution beam 22. The elevation of the distribution beam 22 is precisely controlled by the combination of the thickness of the steel plate blocks 23 to ensure that the curvature of the bottom formwork meets the design requirements of the arch ring line.

[0034] An embedded part is provided at the arch abutment pier for connecting the column 1 and the support frame 2. The embedded part serves as the connecting hub of the cast-in-place support for the arch segment of this application, transferring the vertical load transmitted by the column 1 and the horizontal load on the support to the concrete of the arch abutment pier, thus avoiding stress concentration and affecting the stability of the support. The embedded part of this application includes a first embedded part 41 and a second embedded part 42. The first embedded part 41 is located at the front edge of the arch abutment and is used to connect with the column 1. The second embedded part 42 is used to connect with the lower end of the longitudinal load-bearing beam 21 of the support frame 2 and is located at the chamfered position of the upper edge of the arch abutment.

[0035] Specifically, both the first embedded part 41 and the second embedded part 42 include an embedded steel plate 431 and an angle steel anchor bar 432. In this embodiment, the thickness of the embedded steel plate 431 is 20mm, the size of the angle steel anchor bar 432 is ∠75×75×8mm, and four angle steel anchor bars 432 are provided on each embedded steel plate 431. The embedded steel plate 431 of the first embedded part 41 in this embodiment has dimensions of length × width × thickness = 300mm × 400mm × 20mm. The angle steel anchor bars 432 are arranged with a horizontal spacing of 200mm and a vertical spacing of 300mm, with a single bar length of 50cm. Three first embedded parts 41 are provided and connected to the three columns 1 near the arch pier in this embodiment. The embedded steel plate 431 of the second embedded part 42 has dimensions of length × width × thickness = 500mm × 400mm × 20mm. The angle steel anchor bars 432 are arranged with a horizontal spacing of 300mm and a vertical spacing of 300mm, with a single bar length of 50cm. Six second embedded parts 42 are provided and connected to the six longitudinal load-bearing beams 21 of the support frame 2 in this embodiment.

[0036] When the embedded parts conflict with the internal reinforcement of the arch abutment column, the position of the internal reinforcement of the arch abutment column can be adjusted appropriately to ensure the accuracy of the embedded parts. An end plate 433 is also welded to the end of each anchoring angle steel. The end plate 433 significantly improves the pull-out bearing capacity of the anchoring system by increasing the contact area between the end of the angle steel and the concrete.

[0037] In addition, in this embodiment, the longitudinal load-bearing beam 21 of the support frame 2 is connected to the second pre-embedded part through a three-section I32a angle steel, and the column 1 is connected to the first pre-embedded part 41 through a horizontal bracing 11.

[0038] This embodiment mainly constructs the top and bottom plates, with the thickness gradually decreasing from 80cm to 50cm, and the web plate thickness gradually decreasing from 110cm to 50cm. The solid section is 2m long, 7m wide, 4.5m high, and 10.1m long. The 0# segment of the reinforced concrete main arch ring is constructed. When installing the cast-in-place support for the arch ring segment of this application, the embedded parts 4 of the support of this application are first pre-embedded in the arch seat pier column. At the same time, the construction of the column foundation 5 and the installation of the connecting anchor bars 52 are carried out. The steel pipe column 1 is hoisted onto the column foundation 5 and welded to the column foundation 5. In this embodiment, Ф630×8mm steel pipes are used as the support for the column 1. Each support is equipped with 6 steel pipes, arranged in two rows and three columns. Three columns are set along the width direction of the arch ring with a column spacing of 300cm, and two rows are set along the direction of the arch ring with a row spacing of 350cm. Meanwhile, steel plates are used to seal both ends of the steel pipe of column 1. Stiffening plates are also installed at the connection between the steel pipe and the steel plate, arranged circumferentially along the steel pipe. Double-jointed [20 channel steel horizontal bracing 11 and diagonal bracing 12 are installed between two rows and three columns of adjacent columns 1. Subsequently, double-jointed I56a type steel crossbeams 13 are hoisted to the top of column 1 and welded to the steel plate sealing the top of column 1, with a weld thickness of not less than 16mm. Next, wedges are installed on the crossbeams 13 to adjust the elevation and slope of the support frame 2 subsequently installed on it. The wedges also serve as a lowering device, and the wedges are connected to the crossbeams 13 by four-sided welding. The longitudinal load-bearing beam 21 is hoisted onto the wedge block by a single leg and connected to the top inclined surface of the wedge block by four-sided welding with a welding thickness of not less than 16mm. Then, the steel plate pad and distribution beam 22 are installed. Finally, the bottom formwork system is installed on the distribution beam 22. The installation quality is checked and the support is preloaded. Once all indicators are qualified, it can be put into construction and use.

[0039] In summary, the cast-in-place support for the arch segment of this application can effectively support the cast-in-place construction of the 0# segment of the main arch of the steel-concrete arch bridge, and can effectively resist the concrete pouring load and the horizontal thrust generated by the arch. The column 1 forms a spatial grid structure along the direction of the arch and the width of the arch, and through the column foundation 5, column 1, crossbeam 13, wedge block, longitudinal load-bearing beam 21, and distribution beam 22, a clear multi-level load transfer path is formed, which effectively disperses the load and avoids stress concentration.

[0040] Furthermore, the column 1 of this application gradually increases in height along the direction away from the arch ring, which matches the longitudinal geometric change of the arch ring. The wedge block is set on the top of the crossbeam 13. Through its top slope, the elevation and slope of the support frame 2 can be precisely adjusted to ensure that the support surface of the support of this application matches the design line height of segment 0#. At the same time, the steel plate pad 23 set between the distribution beam 22 and the longitudinal load-bearing beam 21 can further precisely control the elevation of the distribution beam 22, thereby ensuring that the curvature of the bottom formwork accurately meets the design requirements of the arch ring line.

[0041] The above description is only a partial embodiment of this application. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the principle of this application, and these improvements and modifications should also be considered within the scope of protection of this application.

Claims

1. A cast-in-place support for an arch segment, characterized in that, The system includes columns and a support frame mounted on top of the columns. The support frame is used to support the formwork for casting the arch segments. Both the columns and the support frame are connected to embedded parts pre-embedded in the arch seat piers. The embedded parts include a first embedded part and a second embedded part. The first embedded part is located at the front edge of the arch seat and is used to connect with the columns. The second embedded part is used to connect with the lower end of the longitudinal load-bearing beam of the support frame and is located at the chamfered position of the upper edge of the arch seat. An adjusting component for adjusting the elevation and slope of the support frame is provided between the top of the columns and the support frame.

2. The cast-in-place support for the arch segment according to claim 1, characterized in that, The columns are provided in at least two sets along the direction of the arch ring, and the columns gradually increase in height along the direction away from the arch seat pier. Each set of columns is provided with at least three columns along the thickness direction of the arch ring.

3. The cast-in-place support for the arch segment according to claim 2, characterized in that, There are horizontal bracing and / or diagonal bracing between two adjacent columns.

4. The cast-in-place support for the arch segment according to claim 2, characterized in that, Each set of columns is provided with a crossbeam at the top, extending along the thickness direction of the arch, and the crossbeam connects all the columns in the same set.

5. The cast-in-place support for the arch segment according to claim 4, characterized in that, The adjusting component includes a wedge block disposed on the crossbeam, the bottom of the wedge block being fixedly connected to the crossbeam, and the top of the wedge block being provided with an inclined surface.

6. The cast-in-place support for the arch segment according to claim 5, characterized in that, Multiple wedges are provided along the length of the crossbeam.

7. The cast-in-place arch segment support according to claim 1 or 5, characterized in that, The support frame includes longitudinal load-bearing beams extending along the arch direction. Multiple longitudinal load-bearing beams are arranged side by side along the thickness direction of the arch. Distribution beams extending along the arch direction are provided on the longitudinal load-bearing beams.

8. The cast-in-place support for the arch segment according to claim 7, characterized in that, A steel plate pad is provided between the bottom of the distribution beam and the longitudinal load-bearing beam to adjust the linearity of the distribution beam.

9. The cast-in-place support for the arch segment according to claim 1, characterized in that, The embedded parts include embedded steel and angle steel anchor bars. One end of the angle steel anchor bar is connected to the embedded steel plate, and the other end is provided with an end plate.

10. The cast-in-place support for the arch segment according to claim 1, characterized in that, The column has a column foundation at its bottom, and a pile bottom steel plate for welding to the column is provided on the column foundation. Connecting anchor bars are provided inside the concrete of the column foundation, and one end of the connecting anchor bars is connected to the pile bottom steel plate.

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