Combined support for reducing eccentricity of pier

Abstract

The invention provides a combined pier support capable of reducing eccentricity. The combined pier support comprises a temporary support body, a permanent support body and an upper top plate. The temporary support and the permanent support are both pre-embedded in the top of the middle pier, and the temporary support is located on the center extension line of the middle pier. Two side parts of the upper top plate are respectively placed on the temporary support and the permanent support; the permanent support serves as a fulcrum of the first construction side of the middle pier. The invention relates to the technical field of bridge construction and can solve the problem that in the prior art, the construction cost and risk are increased due to arrangement of a pressing block or a jack.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, and in particular to a combined bearing for reducing eccentricity of bridge piers. Background Technology

[0002] During bridge construction, two supports were installed on the upper part of the "Y"-shaped pier (the central pier) in the middle of the bridge, corresponding to one end of each of the two cap beams. The design of the central pier assumed that both sides would be structurally complete and open to traffic in its permanent use. However, during the traffic diversion phase, while road 1 on one side of the bridge was already constructed and open to traffic, road 6 on the other side was under construction. The central pier 3 was then only subjected to the load of road 1 on one side of the bridge, resulting in uneven load distribution and eccentric force, as shown in the attached diagram. Figure 1 As shown.

[0003] Eccentric forces cause the construction conditions of the central pier to deviate from its designed service conditions. This results in eccentric tensile stress in the compression zone of the central pier exceeding the design requirements, which can lead to structural cracking and compromise the pier's structural safety. The existing solution involves design calculations to install weight blocks or jacks in areas that do not interfere with construction. These additional loads are applied to the supports of the unfinished central pier, creating a balanced stress state with the completed area and thus eliminating the eccentric forces.

[0004] Existing technologies using weight blocks or jacks to eliminate eccentric forces increase construction costs and risks. Therefore, there is a need for a combined pier bearing to reduce eccentricity, which can solve the problem of increased construction costs and risks associated with using weight blocks or jacks in existing technologies. Summary of the Invention

[0005] The purpose of this invention is to provide a combined bearing for reducing eccentricity of bridge piers, which can solve the problem of increased construction costs and risks caused by setting up pressure blocks or jacks in the prior art.

[0006] To achieve the above objectives, the technical solution of the present invention is as follows:

[0007] An eccentricity-reducing pier composite bearing includes: a temporary bearing, a permanent bearing, and a top plate; both the temporary bearing and the permanent bearing are pre-embedded in the top of the middle pier, and the temporary bearing is located on the center extension line of the middle pier; the two sides of the top plate are respectively placed on the temporary bearing and the permanent bearing; the permanent bearing serves as a support point on the first constructed side of the middle pier.

[0008] The temporary support includes tightening bolts, a first wedge block, a second wedge block, a transition plate, and a temporary support base. The temporary support base is installed on the center extension line of the middle pier, and a cavity is formed inside the temporary support base. The second wedge block is slidably set in the cavity of the temporary support base, and the first wedge block is slidably set on the second wedge block, so that the wedge surface of the first wedge block and the wedge surface of the second wedge block are slidably fitted and connected. Several tightening bolts are screwed onto the side wall of the temporary support base, and one end of several tightening bolts extends horizontally into the cavity and is tightened against the two sides of the second wedge block. The transition plate is set on the top plane of the first wedge block, and one side of the upper plate can rest on the transition plate and can be compacted and pressed tightly against the transition plate under the gravity of the cap beam structure.

[0009] The width of the accommodating cavity of the temporary support base is greater than the width of the second wedge block, so that the second wedge block has sliding space in the accommodating cavity. The width of the accommodating cavity of the temporary support base is the same as that of the first wedge block, so that the first wedge block moves up and down relative to the temporary support base under the push of the second wedge block.

[0010] The transition plate has a protrusion at its bottom and a recess at its top. The protrusion of the transition plate is fitted into the recess of the first wedge, so that the transition plate is gravity-connected to the top surface of the first wedge.

[0011] The top plate is provided with several top bolts.

[0012] The permanent support includes a transition frame, a permanent support base, an intermediate spherical panel, and a spherical sliding plate. The permanent support base is installed on the middle pier, and a spherical cavity is formed inside the permanent support base. The spherical sliding plate is fitted into the spherical cavity. The bottom surface of the intermediate spherical panel has a spherical structure and can slide against the spherical sliding plate. The top surface of the intermediate spherical panel has a planar structure and is fitted against the bottom surface of the transition frame. The top surface of the transition frame is fitted against the bottom surface of the upper top plate. The transition frame has a cover-like structure and covers the top and side walls of the permanent support base. The other side of the upper top plate can rest on the transition frame and can be compacted and tightly fitted against the transition frame under the gravity of the cap beam structure.

[0013] The lifting range of the first wedge block is greater than the distance between the transition frame of the permanent support and the upper top plate.

[0014] Stainless steel plates and flat sliding plates are provided between the top surface of the transition plate and the bottom surface of the upper top plate, between the top surface of the transition frame and the bottom surface of the upper top plate, and between the bottom surface of the transition frame and the middle spherical panel. The upper top plate, stainless steel plate, flat sliding plate and transition plate are connected by gravity stacking from bottom to top. The upper top plate, stainless steel plate, flat sliding plate, transition frame, stainless steel plate, flat sliding plate and middle spherical panel are connected by gravity stacking from bottom to top.

[0015] Both the temporary support base and the permanent support base are provided with several bottom bolts at their bottoms.

[0016] Compared with the prior art, the present invention has the following advantages:

[0017] 1. This invention features a temporary support along the central extension line of the middle pier, which can temporarily support the road already open to traffic on one side of the bridge during the construction and overpass phase. This transfers the load of the middle pier from one side to the center, preventing eccentric forces that could lead to structural damage. It eliminates the need for weight blocks or jacks, reducing construction costs and effectively mitigating pier eccentricity. After the other side of the bridge is completed, the load is transferred back to the permanent support, ensuring even stress distribution on both sides of the middle pier. This effectively improves construction safety and the pier's safety factor, and also guarantees the structural safety of the entire bridge.

[0018] 2. The temporary support of the present invention is easy to install and disassemble. The tightening bolt can be limited or unloaded without the need for machinery. The construction work area requirement is small, the construction difficulty is low, and the economic benefits are high. Attached Figure Description

[0019] The above and other objects, features and advantages of this disclosure will become more apparent from the accompanying drawings, in which like reference numerals generally denote like parts.

[0020] Figure 1 This is a diagram showing the state of eccentric force generated in the middle pier during the construction of bridge piers using existing technology.

[0021] Figure 2 This is a construction schematic diagram of step 1 in the construction method of the eccentric pier composite bearing of the present invention;

[0022] Figure 3 This is a construction plan view of step 2 in the construction method of the eccentric pier composite bearing of the present invention;

[0023] Figure 4 This is an elevation view of the working state of the combined cap beam support in the eccentric pier combined support of the present invention;

[0024] Figure 5 This is a cross-sectional view of the temporary support in the construction method of the eccentric pier composite support of the present invention;

[0025] Figure 6 This is a construction schematic diagram of step 3 in the construction method of the eccentric pier composite bearing of the present invention;

[0026] Figure 7 This is a construction schematic diagram of step 5 in the construction method of the eccentric pier composite bearing of the present invention.

[0027] Figure 8 This is a construction diagram of step 6 in the construction method of the eccentric pier composite bearing of the present invention.

[0028] Figure 9 This is a construction schematic diagram of step 7 in the construction method of the eccentric pier composite bearing of the present invention;

[0029] Figure 10 This is a cross-sectional view of the permanent support in the eccentric pier composite support of the present invention;

[0030] Figure 11 This is a schematic diagram of the planar structure of the permanent support in the eccentric pier composite support of the present invention;

[0031] Figure 12 This is a schematic diagram of the planar structure of the temporary support in the eccentric pier composite support of the present invention.

[0032] In the diagram, 1 is a road on one side, 2 is a temporary access road, 3 is a central pier, 4 is a combined cap beam support, 41 is a temporary support, 411 is a tightening bolt, 412 is a first wedge block, 413 is a second wedge block, 414 is a transition plate, 415 is a temporary support base, 416 is a bottom bolt, 417 is a stainless steel plate, 418 is a planar sliding plate, 42 is a permanent support, 421 is a transition frame, 422 is a permanent support base, 423 is a central spherical panel, 424 is a spherical sliding plate, 43 is an upper top plate, 431 is a top bolt, 5 is a cap beam structure, 6 is a road on the other side, and 61 is another support point. Detailed Implementation

[0033] The following detailed description of the eccentricity-reducing pier composite support proposed in this invention, in conjunction with the accompanying drawings and specific embodiments, will further illustrate its advantages and features. It should be noted that the drawings are all in a very simplified form and use non-precise proportions, and are only used to facilitate and clarify the illustration of the embodiments of this invention.

[0034] Please see the appendix Figure 4 Appendix Figure 5 Appendix Figure 10 To be continued Figure 12 An eccentric pier composite bearing 4 includes a temporary bearing 41, a permanent bearing 42, and an upper top plate 43; both the temporary bearing 41 and the permanent bearing 42 are pre-embedded in the top of the middle pier 3, and the temporary bearing 41 is located on the center extension line of the middle pier 3; the two sides of the upper top plate 43 are respectively placed on the temporary bearing 41 and the permanent bearing 42; the permanent bearing 42 serves as a support point on the first constructed side of the middle pier 3.

[0035] The temporary support 41 and the permanent support 42 are structurally independent, sharing a single top plate 43. After the construction of one side road 1 of the bridge, the temporary support 41 can temporarily bear the weight of one side road 1. Since the temporary support 41 is located on the center extension line of the middle pier 3, the load can be transferred to the center line of the middle pier 3 before the construction of the other side road 6 is completed. This avoids the eccentric force caused by the load being located on one side of the middle pier 3 in the existing technology, which would affect the structural safety of the middle pier 3, prevent the middle pier 3 from cracking, and ensure the structural safety of the entire bridge.

[0036] The pre-embedded positions of permanent support 42 and another support point 61 are determined according to the load requirements and design requirements, serving as permanent support points for the road structures on both sides after the bridge construction is completed.

[0037] Please see the appendix Figure 4 Appendix Figure 5 and attached Figure 12 The temporary support 41 includes a tightening bolt 411, a first wedge block 412, a second wedge block 413, a transition plate 414, and a temporary support base 415. The temporary support base 415 is installed on the center extension line of the middle pier 3. A receiving cavity is formed inside the temporary support base 415. The second wedge block 413 is slidably disposed in the receiving cavity of the temporary support base 415, and the first wedge block 412 is slidably disposed on the second wedge block 413, so that the first wedge block 412... The wedge-shaped surface of the first wedge 412 is slidably fitted to the wedge-shaped surface of the second wedge 413; several tightening bolts 411 are screwed onto the side wall of the temporary support base 415, and one end of several tightening bolts 411 extends horizontally into the cavity and is pressed against the two sides of the second wedge 413; the transition plate 414 is set on the top plane of the first wedge 412, and one side of the upper top plate 43 can rest on the transition plate 414 and can be pressed tightly against the transition plate 414 under the gravity of the cap beam structure 5.

[0038] Please see the appendix Figure 4 Appendix Figure 5 and attached Figure 12 The width of the accommodating cavity of the temporary support base 415 is greater than the width of the second wedge block 413, so that the second wedge block 413 has a certain sliding space in the accommodating cavity. The accommodating cavity of the temporary support base 415 is the same as the width of the first wedge block 412, which converts the horizontal sliding of the second wedge block 413 into the vertical movement of the first wedge block 412. Under the push of the second wedge block 413, the first wedge block 412 moves up and down relative to the temporary support base 415, so as to achieve the purpose of raising or lowering the top plate 43.

[0039] The height of the cavity of the temporary support base 415 is determined by the maximum stacked height of the first wedge block 412 and the second wedge block 413, to prevent the first wedge block 412 from falling out of the temporary support base 415 during upward movement. Preferably, the temporary support 41 has a length of 630 mm, a width of 620 mm, and a height of 200 mm.

[0040] Bolt holes matching the tightening bolts 411 are pre-drilled on both sides of the temporary support base 415. The tightening bolts 411 are horizontally set on the side walls of the temporary support base 415. The rotation of the thread between the tightening bolts 411 and the threaded holes on the temporary support base 415 is converted into the axial horizontal movement of the tightening bolts 411. Thus, the tightening bolts 411 can push the second wedge block 413 when moving horizontally, adjust the position of the second wedge block 413 and limit the second wedge block 413, thereby realizing the sliding fit or fixed stacking function of the first wedge block 412 and the second wedge block 413.

[0041] Preferably, the tightening bolts 411 can be 8.8 grade M30 hex bolts, and a total of 6 bottom bolts 416 are provided. Two tightening bolts 411 are provided on the left side wall of the temporary support base 415, and four tightening bolts 411 are provided on the right side wall of the temporary support base 415.

[0042] Please see the appendix Figure 4 Appendix Figure 5 and attached Figure 12 The transition plate 414 has a protrusion at its bottom and a recess at its top. The protrusion of the transition plate 414 is fitted into the recess of the first wedge block 412, so that the transition plate 414 is gravity-connected to the top surface of the first wedge block 412.

[0043] By providing matching recesses and protrusions, it is possible to prevent the transition plate 414 from slipping off the first wedge block 412.

[0044] Please see the appendix Figure 4 Appendix Figure 5 Appendix Figure 10 To be continued Figure 12 The upper top plate 43 is provided with several top bolts 431, which are used to temporarily fix the cap beam structure 5 of the road on both sides of the bridge to the upper top plate 43 to prevent slippage during load transfer.

[0045] Preferably, the top bolt 431 can be an 8.8 grade M18 hex bolt, and a total of 4 top bolts 431 are provided.

[0046] Please see the appendix Figure 4 Appendix Figure 10 and attached Figure 11The permanent support 42 includes a transition frame 421, a permanent support base 422, an intermediate spherical panel 423, and a spherical sliding plate 424. The permanent support base 422 is installed on the middle pier 3, and a spherical cavity is formed inside the permanent support base 422. The spherical sliding plate 424 is fitted into the spherical cavity. The bottom surface of the intermediate spherical panel 423 has a spherical structure and can be slidably attached to the spherical sliding plate 424. The top surface of the intermediate spherical panel 423 has a planar structure and is attached to the bottom surface of the transition frame 421. The top surface of the transition frame 421 is attached to the bottom surface of the upper top plate 43. The transition frame 421 has a cover-like structure and covers the top and side walls of the permanent support base 422. The other side of the upper top plate 43 can rest on the transition frame 421 and can be pressed tightly against the transition frame 421 under the gravity of the cap beam structure 5.

[0047] The permanent support 42 serves as a permanent support point for the road 1 on one side of the bridge. Through the sliding spherical engagement of the intermediate spherical panel 423 and the spherical sliding plate 424, it can play a role in leveling, distributing loads, and reducing friction.

[0048] The lifting range of the first wedge block 412 is greater than the distance between the transition frame 421 of the permanent support 42 and the upper top plate 43.

[0049] Preferably, the lifting range of the first wedge block 412 is 20mm, and the distance between the transition frame 421 of the permanent support 42 and the upper top plate 43 is 10mm. When the upper top plate 43 descends 10mm with the first wedge block 412, the upper top plate 43 contacts the transition frame 421 of the permanent support 42 and begins to transfer the load to the permanent support 42; the first wedge block 412 continues to descend, causing the transition plate 414 of the temporary support 41 to disengage from the upper top plate 43, thereby completely transferring the load to the permanent support 42.

[0050] Please see the appendix Figure 4 and attached Figure 10 Stainless steel plates 417 and flat sliding plates 418 are provided between the top surface of the transition plate 414 and the bottom surface of the upper top plate 43, between the top surface of the transition frame 421 and the bottom surface of the upper top plate 43, and between the bottom surface of the transition frame 421 and the middle spherical panel 423. The upper top plate 43, stainless steel plates 417, flat sliding plates 418 and transition plate 414 are connected by gravity stacking from bottom to top.

[0051] The stainless steel plate 417 and the flat sliding plate 418, which are of planar plate structure, can play a role in leveling, dispersing load and reducing friction, and serve as force transmission and filling plates between the upper top plate 43 and the transition plate 414 / transition frame 421.

[0052] Preferably, the top plate 43 can be made of ZG270-480H steel plate, the transition plate 414, the first wedge block 412, and the second wedge block 413 can be made of Q355B steel, and the temporary support base 415 can be made of ZG270-500 steel. The stainless steel plate 417 can be made of 0Cr17Ni12Mo2 stainless steel plate, and the flat sliding plate 418 can be made of modified ultra-high molecular weight polyethylene plate.

[0053] Please see the appendix Figure 4 Appendix Figure 5 Appendix Figure 10 To be continued Figure 12 The bottom of both the temporary support base 415 and the permanent support base 422 is provided with several bottom bolts 416, which are used to temporarily fix the temporary support base 415 to the top of the middle pier 3.

[0054] Preferably, the bottom bolts 416 can be 8.8 grade M33 hex bolts, and four bottom bolts 416 are provided at the bottom of both the temporary support base 415 and the permanent support base 422.

[0055] A construction method for a composite bearing for reducing eccentricity of bridge piers includes the following steps:

[0056] Please see the appendix Figure 2 Step 1: Cross one side of the bridge road 1 to the construction access road 2, and then construct the road on that side.

[0057] The construction of one side of the bridge, Road 1, was carried out using traditional methods, which will not be described in detail here.

[0058] Please see the appendix Figure 3 Step 2: Construct the Y-shaped middle pier 3, and pre-embed a combined cap beam support 4 on one side of the top of the middle pier 3, as a combination of a support point and a temporary support point for one side of the bridge road 1. Construct another support point 61 for the other side of the bridge road 6 on the other side of the top of the middle pier 3.

[0059] The construction of the middle pier 3 was carried out using traditional procedures, which will not be described in detail here.

[0060] Please see the appendix Figure 6 Step 3: Construct the cap beam structure 5 of one side road 1 of the bridge. One end of the cap beam structure 5 is constructed on the upper top plate 43, so that the upper top plate 43 is compacted and tightly attached to the temporary support 41 and the permanent support 42.

[0061] The cap beam structure 5 was constructed using conventional bridge construction techniques, which will not be described in detail here.

[0062] At this point, the tightening bolts 411 are in place, and the second wedge blocks 413 are tightened from both sides, allowing the upper top plate 43 to rest horizontally on the temporary supports 41 and the permanent supports 42. Under the weight of the cap beam structure 5, the upper top plate 43 is pressed firmly against the top plane of the temporary supports 41 and the permanent supports 42, using friction to ensure the stability of the cap beam structure 5.

[0063] Step 4: By using the temporary support 41 of the combined cap beam support 4 to lift the upper top plate 43, the transition frame 421 at the top of the permanent support 42 is separated from the upper top plate 43. At this time, the permanent support 42 is not under force, and the load is placed on the center extension line of the middle pier 3 of the Y-shaped structure through the temporary support 41, thereby reducing the eccentric force of the middle pier 3.

[0064] The method for raising the upper plate 43 of the temporary support 41 is as follows: rotate several tightening bolts 411, so that the several tightening bolts 411 laterally push the second wedge block 413 to slide in the receiving cavity of the temporary support base 415, and push the first wedge block 412 to slide synchronously through the wedge surface, so that the top plane of the first wedge block 412 moves upward, thereby raising the upper plate 43 of the first wedge block 412.

[0065] Preferably, the temporary support 41 raises the upper top plate 43 by 20mm; the height of the upper top plate 43 can also be adjusted according to actual construction needs. At this time, only the temporary support 41 is under load, and the permanent support 42 is not under load, ensuring that the load falls on the center extension line of the middle pier 3 of the Y-shaped structure through the temporary support 41, thereby effectively avoiding the generation of eccentric force.

[0066] By calculating the shear force of the temporary support 41, the quantity and specifications of the tightening bolts 411 are determined, and the shear force of the temporary support 41 is controlled by rotating the tightening bolts 411.

[0067] Please see the appendix Figure 7 Step 5: Cross the other side of the bridge road 6 to one side road 1, and construct the other side of the bridge road 6. One end of the cap beam structure 5 of the other side road 6 is constructed on another support point 61 on the other side of the middle pier 3.

[0068] The other side of the bridge, Road 6, was constructed using traditional methods, which will not be described in detail here.

[0069] Please see the appendix Figure 8 Step 6: After the construction of the other side of the bridge road 6 is completed, the temporary support 41 is unloaded and the load of one side road 1 is transferred to the permanent support 42.

[0070] Step 6 includes the following sub-steps:

[0071] Step 61: Remove the top bolt 411 at the bottom of the temporary support 41 to release the restriction of the top bolt 411 on both sides of the second wedge block 413.

[0072] Step 62: Under the gravity of the cap beam structure 5, the wedge surfaces of the first wedge block 412 and the second wedge block 413 inside the temporary support 41 slide relative to each other, and the second wedge block 413 slides in the cavity, causing the transition plate 414 of the temporary support 41 to descend with the first wedge block 412.

[0073] Step 63: The top plate 43 descends synchronously with the transition plate 414 until it contacts the top surface of the transition frame 421 of the permanent support 42.

[0074] Step 64: The load of the cap beam structure 5 of one side road 1 is applied to the permanent support 42 through the top plate 43, and the load is adjusted to one side of the middle pier 3 to realize the load transfer.

[0075] Step 65: The transition plate 414 continues to descend with the first wedge block 412 and completely separates from the upper top plate 43. The load of the cap beam structure 5 of one side road 1 is completely transferred to the permanent support 42, so that the forces on both sides of the middle pier 3 are balanced, thereby balancing the forces of the entire bridge.

[0076] Step 66: Remove temporary support 41.

[0077] Please see the appendix Figure 9 Step 7: The bridge construction is completed, and the construction access road 2 is reconnected to the permanent bridge.

[0078] The above description is merely a description of preferred embodiments of the present invention and is not intended to limit the scope of the present invention in any way. Any changes or modifications made by those skilled in the art based on the above disclosure shall fall within the protection scope of the claims.

Claims

1. A composite bearing for reducing eccentricity in bridge piers, characterized in that, include: Temporary support (41), permanent support (42) and top plate (43); both temporary support (41) and permanent support (42) are pre-embedded on the top of the middle pier (3), and the temporary support (41) is located on the center extension line of the middle pier (3); the two sides of the top plate (43) are respectively placed on the temporary support (41) and the permanent support (42); the permanent support (42) serves as a support point on the first construction side of the middle pier (3).

2. The eccentricity-reducing pier composite bearing as described in claim 1, characterized in that, The temporary support (41) includes a tightening bolt (411), a first wedge block (412), a second wedge block (413), a transition plate (414), and a temporary support base (415). The temporary support base (415) is installed on the center extension line of the middle pier (3). A cavity is formed inside the temporary support base (415). The second wedge block (413) is slidably disposed in the cavity of the temporary support base (415). The first wedge block (412) is slidably disposed on the second wedge block (413), so that the first wedge block (412) is slidably disposed on the second wedge block (413). 2) The wedge-shaped surface of the first wedge (412) is slidably fitted to the wedge-shaped surface of the second wedge (413); a number of tightening bolts (411) are screwed onto the side wall of the temporary support base (415), and one end of the number of tightening bolts (411) is horizontally inserted into the cavity and pressed against the two sides of the second wedge (413); the transition plate (414) is set on the top plane of the first wedge (412), and one side of the top plate (43) can rest on the transition plate (414) and can be pressed tightly against the transition plate (414) under the gravity of the cap beam structure (5).

3. The eccentricity-reducing pier composite bearing as described in claim 2, characterized in that, The width of the accommodating cavity of the temporary support base basin (415) is greater than the width of the second wedge block (413), so that the second wedge block (413) has sliding space in the accommodating cavity. The accommodating cavity of the temporary support base basin (415) is the same as the width of the first wedge block (412), so that the first wedge block (412) moves up and down relative to the temporary support base basin (415) under the push of the second wedge block (413).

4. The eccentricity-reducing pier composite bearing as described in claim 2, characterized in that, The bottom of the transition plate (414) has a protrusion, and the top of the first wedge block (412) has a recess. The protrusion of the transition plate (414) is fitted into the recess of the first wedge block (412) so that the transition plate (414) is gravity-connected to the top surface of the first wedge block (412).

5. The eccentricity-reducing pier composite bearing as described in claim 2, characterized in that, The top plate (43) is provided with several top bolts (431).

6. The eccentricity-reducing pier composite bearing as described in claim 2, characterized in that, The permanent support (42) includes a transition frame (421), a permanent support base (422), an intermediate spherical panel (423), and a spherical sliding plate (424); the permanent support base (422) is installed on the middle pier (3), and a spherical cavity is formed inside the permanent support base (422), and the spherical sliding plate (424) is fitted into the spherical cavity; the bottom surface of the intermediate spherical panel (423) has a spherical structure and can slide against the spherical sliding plate (424). On the top of the middle spherical panel (423), the top surface is planar and fits against the bottom surface of the transition frame (421); the top surface of the transition frame (421) fits against the bottom surface of the upper top plate (43), the transition frame (421) is a cover-like structure and covers the top and side walls of the permanent support base basin (422); the other side of the upper top plate (43) can rest on the transition frame (421) and can be compacted and pressed against the transition frame (421) under the gravity of the cap beam structure (5).

7. The eccentricity-reducing pier composite bearing as described in claim 6, characterized in that, The lifting range of the first wedge block (412) is greater than the distance between the transition frame (421) of the permanent support (42) and the upper top plate (43).

8. The eccentricity-reducing pier composite bearing as described in claim 6, characterized in that, Stainless steel plates (417) and flat sliding plates (418) are provided between the top surface of the transition plate (414) and the bottom surface of the upper top plate (43), between the top surface of the transition frame (421) and the bottom surface of the upper top plate (43), and between the bottom surface of the transition frame (421) and the middle spherical panel (423). The upper top plate (43), stainless steel plates (417), flat sliding plates (418) and transition plate (414) are connected by gravity stacking from bottom to top.

9. The eccentricity-reducing pier composite bearing as described in claim 6, characterized in that, The bottom of both the temporary support base plate (415) and the permanent support base plate (422) is provided with several bottom bolts (416).

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