Large-span pushing buttress structure without temporary buttress

Abstract

The utility model discloses a large-span pushing buttress structure without temporary buttresses, which comprises four upright posts fixed at the four corners of the top surface of a bearing platform and avoiding the positions of pier studs; the two main cross beams are placed in the width direction of the bridge and fixed to the tops of the two stand columns arranged in the width direction of the bridge respectively, each main cross beam comprises a cross beam top plate, a cross beam bottom plate, a plurality of cross beam webs and a cross beam diaphragm plate, the cross beam top plates are parallel to the cross beam bottom plates, and the cross beam webs are connected to the cross beam top plates at intervals in the length direction; and at least two cross beam diaphragm plates are connected at intervals along the width direction. The bearing platform is used as a stand column foundation, the requirement for the length of the stand column is shorter than that of a steel pipe pile driven into a riverbed foundation, and a powerful guarantee can be provided for a pushing foundation of the steel box girder.

Description

Technical Field

[0001] The utility model relates to the technical field of steel box girder jacking, in particular to a large-span jacking buttress structure without temporary buttresses. Background Art

[0002] With the development of bridge construction technology, jacking construction has become an increasingly mature construction method in bridge construction. During the jacking construction of large-span bridges with a span greater than 30 meters, in order to reduce the internal forces of the main beam and guide beam during the jacking process and increase the safety of the jacking construction, it is usually necessary to set one or more temporary piers between the two piers across the river to achieve this goal. For example, the invention patent CN105696469A discloses a method for jacking and installing a large-span, bidirectional longitudinal slope steel box girder for an extra-large bridge, which includes the following steps: after the steel box girder segments are manufactured and assembled using the "5+2" short-line method, the first five segments are transferred to the beam storage pedestal, and the last two beam segments are the mother beams for the next round of assembly; the steel box girder installation includes setting up six temporary piers on the main span, on which a jacking platform is provided, and on which jacking equipment is arranged; after the steel box girder is assembled and painted, it is transported to the bridge location by a beam transport trolley, and then transported to the jacking platform by a lifting crane, and welded after the plane position and elevation are adjusted to the construction line shape, and a multi-point and multi-station walking jacking system is used to slide the steel box girder to the designed position; after the steel girder is in place, a jack is used to adjust the entire steel girder to the designed elevation to the design requirements, and cables are hung and bearings are installed. In the invention patent application, the temporary pier adopts a steel pipe pile structure, on which a distribution beam and a cushion are installed. The temporary pier supported by the steel pipe pile is often easy to construct and is widely used in jacking construction. However, because its bottom is driven into the riverbed foundation, it will also be impacted by the water flow. Therefore, there are problems such as unstable foundation and unsatisfactory force. If the flexible length is long, it is very easy to cause bending, causing great safety hazards. Utility Model Content

[0003] The utility model discloses a large-span jacking pier structure without temporary piers, with a cap as a column foundation, and the length requirement for the column is shorter than that of a steel pipe pile driven into a riverbed foundation, which can provide a strong guarantee for the jacking foundation of a steel box girder.

[0004] To achieve the above purpose, the technical solution of the utility model is:

[0005] A large-span top-pushing pier structure without temporary piers, comprising:

[0006] Four columns are provided and fixed at the four corners of the top surface of the pedestal and away from the piers;

[0007] There are two main crossbeams, which are placed along the width of the bridge and fixed respectively on the top of two columns arranged along the width of the bridge. They include a crossbeam top plate, a crossbeam bottom plate, a crossbeam web plate and a crossbeam cross-diaphragm. The crossbeam top plate is parallel to the crossbeam bottom plate, and multiple crossbeam web plates are connected at intervals along the length direction, and at least two crossbeam cross-diaphragms are connected at intervals along the width direction.

[0008] Furthermore, the crossbeam top plate, the crossbeam bottom plate, the crossbeam web plate and the crossbeam partition are all made of steel plates.

[0009] Furthermore, two cross beam partitions are provided, and the distance between the end closest to the cross beam top plate is 1 / 5-1 / 3 of the length of the cross beam top plate.

[0010] Furthermore, the top plate of the column is also connected to a pad, and the connection between the column and the pad is also connected to a triangular reinforcing plate, and the top surface of the pad is connected to the main beam.

[0011] Furthermore, the columns are steel pipe piles.

[0012] Furthermore, a transverse connection mechanism is connected between adjacent columns. Furthermore, the transverse connection mechanism includes a first transverse connection mechanism and a second transverse connection mechanism, the first transverse connection mechanism is arranged between columns arranged along the width direction of the bridge, and the second transverse connection mechanism is arranged between columns arranged along the length direction of the bridge; the first transverse connection mechanism includes a first crossbar and a first oblique bar, two first crossbars are arranged in parallel and transversely, and both ends are respectively connected to the columns, and the first oblique bar is obliquely connected to the diagonal end of the first crossbar; the second transverse connection mechanism includes a second crossbar and a second oblique bar, three second crossbars are arranged in parallel and transversely, two second oblique bars are connected between adjacent second crossbars, the upper ends of the two second oblique bars are connected to the middle of the second oblique bars, and the lower ends are respectively connected to the columns and are close to different ends of the second crossbar.

[0013] Furthermore, a support beam is arranged above the two main cross beams, and the support beam includes a support beam top plate, a support beam bottom plate, a support beam web plate and a support beam cross partition plate. The support beam top plate and the support beam bottom plate are parallel, and a plurality of support beam web plates are spaced apart along the length direction, and at least two support beam cross partition plates are spaced apart along the width direction.

[0014] Furthermore, the support beam diaphragms are provided with a plurality of pieces, and the spacing between adjacent support beam diaphragms is 0.8-1.1m;

[0015] The spacing between adjacent webs of the support beams is 0.30-0.45m.

[0016] Furthermore, the column is fixed to the base through an embedded part embedded in the base.

[0017] Install the large-span jacking pier structure mentioned above, embed the embedded parts when pouring the foundation, and before the jacking construction, first weld the columns to the embedded parts to ensure that the column height is higher than the support, then weld the pads and the cross-connecting mechanism, and then place the main beam on the pads, and finally install the support beam, and then place the walking jacking device for jacking construction.

[0018] The above-mentioned large-span jacking pier structure without temporary piers has the following advantages:

[0019] (1) The utility model uses a cap as the column foundation. The cap is more stable than the riverbed under the water surface, and the length requirement for the column is shorter than that of the steel pipe piles driven into the riverbed foundation, thereby shortening the length of the column and providing a stronger guarantee for the jacking foundation of the steel box girder.

[0020] (2) The use of the pier structure of the utility model in combination with the existing structural pedestal as the bearing structure can reduce the investment in temporary piers, thereby greatly reducing material costs and shortening the construction period. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a main structural schematic diagram of an embodiment of the utility model.

[0022] Figure 2 yes Figure 1 Schematic diagram of the right view structure.

[0023] Figure 3 yes Figure 2 Schematic diagram of the AA cross-section structure.

[0024] Figure 4 yes Figure 1 Schematic diagram of the main beam structure from a top view.

[0025] Figure 5 yes Figure 4 Schematic diagram of the right view structure.

[0026] Figure 6 yes Figure 2 Schematic diagram of the top view of the support beam.

[0027] Figure 7 yes Figure 6 Schematic diagram of the right view structure.

[0028] In the figure, support beam 1, support beam top plate 101, support beam web 102, support beam cross diaphragm 103, support beam bottom plate 104, main cross beam 2, cross beam top plate 201, cross beam web 202, cross beam cross diaphragm 203, cross beam bottom plate 204, pad 3, pier 4, transverse connecting mechanism 5, second diagonal rod 501, second cross rod 502, first diagonal rod 503, first cross rod 504, pedestal 6, embedded parts 7, column 8, support 9, walking type pushing device 10. DETAILED DESCRIPTION

[0029] The following will be combined with the drawings in the embodiments of the utility model to clearly and completely describe the technical solutions in the embodiments of the utility model. Obviously, the described embodiments are only part of the embodiments of the utility model, not all of the embodiments. Based on the embodiments in the utility model, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the utility model.

[0030] In the description of the present utility model, it should be noted that the terms "upper" and "lower" etc. indicate directions or positional relationships based on the directions or positional relationships shown in the accompanying drawings, or are directions or positional relationships in which the utility model product is usually placed when in use. They are only for the convenience of describing the present utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific direction, be constructed and operated in a specific direction. Therefore, they cannot be understood as limitations on the present utility model.

[0031] In this application, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like 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 directly connected or indirectly connected through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood according to specific circumstances.

[0032] A large-span jacking pier structure without temporary piers, such as Figure 1 and 2 As shown, it includes columns 8 and main beams 2, wherein: columns 8, which are provided with four, are fixed at the four corners of the top surface of the platform 6 and avoid the position of the pier 4, combined with Figure 3 It can be seen that the arrangement of the columns 8 cannot affect the pier columns 4, so that the pier columns are in a stress-free state during the entire jacking construction process. There are four columns 8, which can better and more stably support the upper structure; there are two main cross beams 2, which are placed along the width direction of the bridge and are respectively fixed on the top of two columns 8 arranged along the width direction of the bridge, that is, a main cross beam 2 is arranged on every two columns 8, combined with Figure 4 and Figure 5 As shown, the main cross beam 2 includes a cross beam top plate 201, a cross beam bottom plate 204, a cross beam web plate 202 and a cross beam diaphragm 203. The cross beam top plate 201 and the cross beam bottom plate 204 are parallel, and multiple parallel cross beam web plates 202 are connected at intervals along the length direction, and at least two parallel cross beam diaphragms 203 are connected at intervals along the width direction. The cross beam web plates 202 and the cross beam diaphragms 203 are perpendicular to each other to ensure the support strength of the main cross beam 2. In this embodiment, the cap 6 is used as the column foundation. The cap 6 is more stable relative to the riverbed under the water surface, and the length requirement for the column 8 is shorter than that of the steel pipe pile driven into the riverbed foundation, thereby shortening the length of the column 8, and thus providing a stronger guarantee for the top-pushing foundation of the steel box beam.

[0033] Furthermore, the beam top plate 201, the beam bottom plate 204, the beam web 202 and the beam cross-partition 203 are all made of steel plates. The present embodiment uses 20 mm thick Q355 steel plates. The connections between the beam top plate 201, the beam bottom plate 204, the beam web 202 and the beam cross-partition 203 are all welded. The length requirement is that both ends can extend beyond the two columns 8 to ensure that the force transmitted from the walking-type pushing device 10 can be more evenly transmitted from the main beam 2 to the columns 8.

[0034] Furthermore, this embodiment provides a more preferred arrangement of the beam and the diaphragm 203, in combination with Figure 4 and Figure 5 As shown, the main cross beam 2 is relatively long. Considering the convenience of processing and the bearing capacity requirements of the main cross beam 2, two cross beam diaphragms 203 are provided. The distance between the end closest to the cross beam top plate 201 is 1 / 5-1 / 3 of the length of the cross beam top plate 201. The cross beam diaphragm 203 is cut off at the position where the cross beam diaphragm 203 intersects the cross beam web 202. As for the arrangement of the cross beam web 202, it is preferred that the spacing between adjacent cross beam webs 202 is between 15-25 cm.

[0035] Furthermore, the top plate of the column 8 is also connected to a pad 3, and the connection between the column 8 and the pad 3 is also connected to a triangular reinforcing plate, and the top surface of the pad 3 is connected to the main beam 2. The pad 3 can increase the contact area with the column 8, so that the force of the main beam 2 can be more evenly transmitted to the column 8 through the pad 3.

[0036] Furthermore, the columns 8 are steel pipe piles, which are pre-processed and then hoisted on site to be installed on the cap 6, which can speed up the construction progress. The shorter steel pipe piles can ensure better bearing capacity and stability during the jacking process.

[0037] Furthermore, in order to make the columns 8 form a better whole, adjacent columns 8 are connected with transverse connection mechanisms 5, which can further prevent the columns 8 from tilting, bending, etc. Furthermore, the transverse connection mechanism 5 includes a first transverse connection mechanism and a second transverse connection mechanism, the first transverse connection mechanism is arranged between the columns 8 arranged along the width direction of the bridge, and the second transverse connection mechanism is arranged between the columns 8 arranged along the length direction of the bridge; Figure 1 As shown, the first horizontal connection mechanism includes a first horizontal rod 504 and a first oblique rod 503. The first horizontal rod 504 is provided with two, which are arranged in parallel and horizontally, and the two ends are respectively connected to the column 8. The first oblique rod 503 is obliquely connected to the diagonal end of the first horizontal rod 504. The first horizontal connection mechanism is connected with the main beam 2 above. From the perspective of saving material costs and accelerating the construction progress, the first horizontal connection mechanism can adopt the above simple structure; combined with Figure 2 As shown, the second horizontal connection mechanism includes a second crossbar 502 and a second oblique bar 501. Three second crossbars 502 are provided and arranged in parallel and transversely. Two second oblique bars 501 are connected between adjacent second crossbars 502. The upper ends of the two second oblique bars 501 are connected to the middle of the second oblique bars 501, and the lower ends are respectively connected to the column 8 and are respectively close to different ends of the second crossbar 502, that is, a structure of three triangular supports is formed between adjacent second crossbars 502, so that the second crossbar 502 can be supported more stably by the second oblique bars 501, and the second crossbar 502 can be prevented from being deformed, thereby better preventing the column 8 from being tilted, bent, etc. In this embodiment, the first crossbar 504, the first oblique bar 503, and the second oblique bar 501 are all made of [20 channel steel, and the second crossbar 502 is made of ø328*8mm steel pipe.

[0038] Furthermore, there is a certain distance between the two main beams 2. In order to stably place the walking jacking device 10 and realize the jacking construction of the steel box beam, a support beam 1 is also arranged on the two main beams 2. The two ends of the support beam 1 extend out of the outside of the two main beams 2 respectively, so as to better transmit the force of the walking jacking device 10 downward. Figure 6 and Figure 7 As shown, the support beam 1 includes a support beam top plate 101, a support beam bottom plate 104, a support beam web 102 and a support beam cross diaphragm 103. The support beam top plate 101 and the support beam bottom plate 104 are parallel, and a plurality of support beam webs 102 are spaced apart along the length direction, and at least two support beam cross diaphragms 103 are spaced apart along the width direction. The support beam web 102 and the support beam cross diaphragms ensure the supporting strength of the entire support beam 1 by supporting the support beam top plate 101 and the support beam bottom plate 104.

[0039] Furthermore, this embodiment provides a more preferred arrangement of the support beam diaphragm 103. Since the jacking force of the walking jacking device 10 is first transmitted to the support beam 1, the support strength of the support beam 1 is particularly important. In this embodiment, multiple support beam diaphragms 103 are arranged. The spacing between adjacent support beam diaphragms 103 is preferably 0.8-1.1m. In this embodiment, 1m is selected. The support beam diaphragm 103 is cut off at the position where the support beam diaphragm 103 intersects with the support beam web 102. By increasing the number of support beam diaphragms 103, deformation of the support beam 1 can be prevented, ensuring its stable support for the walking jacking device 10. For the support beam web 102, the spacing between adjacent support beam webs 102 is preferably 0.30-0.45m.

[0040] Furthermore, to ensure the stability of the column 8, the column 8 is fixed to the pedestal 6 by means of an embedded part 7 embedded in the pedestal 6. The embedded part may be a combination of a steel plate and a steel bar. A plurality of steel bars are welded at intervals under the steel plate. The steel bars are completely embedded in the pedestal 6. The top surface of the steel plate is exposed from the pedestal 6 to achieve welding with the column 8.

[0041] To install the above-mentioned large-span jacking pier structure, embed the embedded parts 7 when pouring the pedestal 6. Before the jacking construction, first weld the columns 8 onto the embedded parts 7 to ensure that the height of the columns 8 is higher than the supports 9. Then weld the pads 3 and the horizontal connecting mechanism 5. Then place the main beam 2 on the pads 3. Finally, install the support beam 1. Then, place the walking jacking device 10 for jacking construction.

Claims

1. A large-span jacking pier structure without temporary piers, characterized in that include: There are four columns, which are fixed at the four corners of the top surface of the pedestal and avoid the position of the pier; There are two main crossbeams, which are placed along the width of the bridge and fixed respectively on the top of two columns arranged along the width of the bridge. They include a crossbeam top plate, a crossbeam bottom plate, a crossbeam web plate and a crossbeam cross-diaphragm. The crossbeam top plate is parallel to the crossbeam bottom plate, and multiple crossbeam web plates are connected at intervals along the length direction, and at least two crossbeam cross-diaphragms are connected at intervals along the width direction.

2. The large-span jacking pier structure without temporary piers according to claim 1 is characterized in that: The cross beam top plate, the cross beam bottom plate, the cross beam web plate and the cross beam diaphragm are all made of steel plates.

3. The large-span jacking pier structure without temporary piers according to claim 1 is characterized in that: The cross beam partition is provided with two pieces, and the distance between the end closest to the cross beam top plate is 1 / 5-1 / 3 of the length of the cross beam top plate.

4. The large-span jacking pier structure without temporary piers according to claim 1 is characterized in that: The top plate of the column is also connected to a pad, and the connection between the column and the pad is also connected to a triangular reinforcing plate, and the top surface of the pad is connected to the main beam.

5. The large-span jacking pier structure without temporary piers according to claim 1 is characterized in that: The columns are steel pipe piles.

6. The large-span jacking pier structure without temporary piers according to any one of claims 1 to 5, characterized in that: A transverse connection mechanism is connected between adjacent columns.

7. The large-span jacking pier structure without temporary piers according to claim 6 is characterized in that: The transverse connecting mechanism includes a first transverse connecting mechanism and a second transverse connecting mechanism, the first transverse connecting mechanism is arranged between the columns arranged along the width direction of the bridge, and the second transverse connecting mechanism is arranged between the columns arranged along the length direction of the bridge; the first transverse connecting mechanism includes a first transverse rod and a first diagonal rod, two first transverse rods are provided, which are arranged in parallel and transversely, and both ends are respectively connected to the columns, and the first diagonal rod is diagonally connected to the diagonal ends of the first transverse rod; the second transverse connecting mechanism includes a second transverse rod and a second diagonal rod, three second transverse rods are provided, which are arranged in parallel and transversely, two second diagonal rods are connected between adjacent second transverse rods, the upper ends of the two second diagonal rods are connected to the middle parts of the second diagonal rods, and the lower ends are respectively connected to the columns and are close to different ends of the second transverse rod.

8. The large-span jacking pier structure without temporary piers according to claim 1, characterized in that: A support beam is also arranged above the two main cross beams, comprising a support beam top plate, a support beam bottom plate, a support beam web plate and a support beam cross partition plate. The support beam top plate is parallel to the support beam bottom plate, and a plurality of support beam web plates are connected at intervals along the length direction, and at least two support beam cross partition plates are connected at intervals along the width direction.

9. The large-span jacking pier structure without temporary piers according to claim 8, characterized in that: The support beam diaphragms are provided with a plurality of pieces, and the spacing between adjacent support beam diaphragms is 0.8-1.1m; The spacing between adjacent webs of the support beams is 0.30-0.45m.

10. The large-span jacking pier structure without temporary piers according to claim 1, characterized in that: The column is fixed to the base through an embedded part embedded in the base.

Images