Connecting Structure between Prefabricated Hollow Bridge Pier with Peripheral Notches and Sunken Cap

Abstract

The present invention relates to the technical field of the connection structure between a precast bridge pier and a bearing platform, and discloses a connection structure between a peripherally grooved precast hollow bridge pier and an indented bearing platform, which includes a precast bridge pier and a bearing platform; the bearing platform has an upper end face arranged opposite to the precast bridge pier, a fixing groove is dug downward in the bearing platform, column steel bars are embedded in the fixing groove, and multiple column steel bars extend upward; the precast bridge pier has an outer side wall, and the outer side wall is recessed inward to form a first groove. During the connection process between the precast bridge pier and the bearing platform, the precast bridge pier only needs to be hoisted into the fixing groove of the bearing platform, and the installation is simple. Then, high-strength concrete is poured between the first groove and the fixing groove to achieve the tight connection between the precast bridge pier and the bearing platform, effectively enhance the fixing strength, and the connection part between the precast bridge pier and the bearing platform is located inside the bearing platform, which is not easily disturbed by external wind and water erosion, and has stronger shear and seismic resistance capabilities.

Description

Technical Field

[0001] This invention patent relates to the technical field of the connection structure between precast bridge piers and pile caps. Specifically, it relates to the connection structure between a peripherally grooved precast hollow bridge pier and a sunken pile cap. Background Art

[0002] A bridge pier is the intermediate structure of a bridge except for the abutments at both ends connected to the embankment, and it is used to support the bridge.

[0003] Currently, the bridge piers of urban bridges usually adopt cast-in-situ construction. During construction, it is necessary to block the road surface, which directly affects the road traffic capacity at the construction site. In addition, the quality of cast-in-situ construction is not easy to control, and the consumption of supports and formworks during construction is large, and the construction cost is high, which is not in line with the requirements of urban construction development.

[0004] By adopting the construction method of prefabricating bridge piers in a prefabrication factory and directly connecting them to the foundation after hoisting them in place on site, parallel construction can be carried out, greatly shortening the construction period and reducing the impact on the surrounding traffic and residents' lives. However, the connection design between precast bridge piers and the foundation is a major technical difficulty. The traditional connection between precast bridge piers and pile caps is mainly achieved by embedding connecting steel plates at the top of the pile cap and the bottom of the precast bridge pier, and then welding and anchoring the upper and lower connecting steel plates. Such a connection method is too simple in the treatment of the structure, and there are problems such as poor shear resistance and seismic resistance at the connection between the precast bridge pier and the pile cap. Summary of the Invention

[0005] The purpose of the present invention is to provide a construction method for manufacturing harbor basin wave currents, aiming to solve the problem in the prior art that due to welding and anchoring the upper and lower connecting steel plates between the bridge pier and the pile cap, the shear resistance and seismic resistance at the connection between the precast bridge pier and the pile cap are poor.

[0006] The present invention is realized as follows: A connection structure between a peripherally grooved precast hollow bridge pier and a sunken pile cap includes a precast bridge pier and a pile cap; the pile cap has an upper end face arranged opposite to the precast bridge pier, and a fixing groove is formed by the downward depression of the upper end face of the pile cap. The bridge pier includes an upper support section and a lower embedding section. An inner groove is formed by the inward depression of the outer side wall of the embedding section, and the inner groove is arranged around the circumference of the precast bridge pier. The embedding section is embedded in the fixing groove, and high-strength concrete is poured between the inner groove and the fixing groove.

[0007] Furthermore, multiple column steel bars are embedded in the fixing groove, and the multiple column steel bars extend upward and are arranged in a vacant state; when the embedding section is embedded in the fixing groove, the column steel bars are placed in the inner groove.

[0008] Furthermore, the interior of the precast bridge pier column has a cavity that runs through the length direction of the precast bridge pier column; multiple reinforcing steel bars are preset at the bottom of the fixing groove, the reinforcing steel bars extend upward and are arranged in a vacant manner, the reinforcing steel bars are arranged in the cavity, and high-strength concrete is poured into the cavity.

[0009] Furthermore, the inner diameter of the fixing groove is larger than the outer diameter of the precast bridge pier column.

[0010] Furthermore, along the direction away from the cavity, the side wall of the upper part of the embedded section is arranged to incline upward.

[0011] Furthermore, along the direction away from the cavity, the inner side wall of the embedded section is recessed inward to form a second notch. Along the height direction of the second notch, there are multiple vertically arranged raised strips in the second notch, and the multiple raised strips are arranged at intervals along the circumferential direction of the second notch. An isolation area is formed between the side walls of adjacent raised strips, and the reinforcing steel bars are arranged corresponding to the isolation areas, and each reinforcing steel bar is placed in each isolation area.

[0012] Furthermore, a reinforcing rib is fixedly connected between two of the reinforcing steel bars that are on the same straight line as the center of the second notch, and the length of the reinforcing rib is the same as the inner diameter of the second notch.

[0013] Furthermore, fixing heads are respectively arranged at both ends of the reinforcing rib, the fixing heads are integrally formed with the reinforcing rib, and the fixing head of each reinforcing rib is sleeved on two of the reinforcing steel bars that are on the same straight line as the center of the second notch.

[0014] Furthermore, a through hole is formed in the fixing head, the through hole runs through the fixing head in the vertical direction, and the reinforcing steel bar is arranged in the through hole.

[0015] Furthermore, the bottom of the fixing groove has a supporting surface arranged upward, a raised block is arranged in the middle of the supporting surface, the raised block extends toward the cavity direction and is arranged in a vacant manner; a third notch is formed between the outer side wall of the protruding block and the inner side wall of the fixing groove. When the lower section of the embedded section is embedded in the third notch, the raised block is embedded in the cavity, and the outer side wall of the raised block presses against the inner side wall of the embedded section.

[0016] Compared with the prior art, the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention digs a fixing groove on the bearing platform. During the connection process of the precast bridge pier and the bearing platform, the precast bridge pier only needs to be hoisted into the fixing groove of the bearing platform, and then high-strength concrete is poured between the first groove and the fixing groove, thereby realizing the tight connection between the precast bridge pier and the bearing platform and effectively enhancing the fixing strength. There is no need to weld the two, the installation is convenient, and the connection part between the precast bridge pier and the bearing platform is located inside the bearing platform, which is not easily interfered by external wind and water erosion, and has stronger shear and seismic resistance. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 is an exploded schematic view of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0018] Figure 2 is a sectional schematic view of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0019] Figure 3 is a top view schematic diagram of the position arrangement of the column reinforcement and the reinforcement bars of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0020] Figure 4 is a top view schematic diagram of the cooperation between the reinforcement bars and the stiffening ribs of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0021] Figure 5 is a bottom view schematic diagram of the precast bridge pier of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0022] Figure 6 is a bottom view schematic diagram of the precast bridge pier of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0023] Figure 7 is a sectional schematic view of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0024] Figure 8 is a front view schematic diagram of the first isolation ring and the second isolation ring of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0025] Figure 9 is a top view schematic diagram of the first isolation ring and the second isolation ring of the connecting structure of the peripherally grooved precast hollow bridge pier and the sunken bearing platform provided by the present invention;

[0026] Figure 10It is a cross-sectional schematic diagram of the cooperation between the bearing platform, the precast bridge pier column, the first isolation ring and the second isolation ring of the connection structure between the peripheral groove precast hollow bridge pier column and the sunken bearing platform provided by the present invention;

[0027] Figure 11 It is a cross-sectional schematic diagram of the connection structure between the peripheral groove precast hollow bridge pier column and the sunken bearing platform of the third embodiment provided by the present invention;

[0028] Figure 12 It is a cross-sectional schematic diagram of the connection structure between the peripheral groove precast hollow bridge pier column and the sunken bearing platform of another embodiment provided by the present invention. Detailed implementation manners

[0029] In order to make the objectives, technical solutions and advantages of the present invention more clear and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0030] The implementation of the present invention will be described in detail below with reference to specific embodiments.

[0031] In the drawings of this embodiment, the same or similar reference numerals correspond to the same or similar components; in the description of the present invention, it should be understood that if there are terms such as "upper", "lower", "left", "right", etc. indicating the orientation or positional relationship, they are based on the orientation or positional relationship shown in the drawings. This is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, the terms describing the positional relationship in the drawings are only for illustrative purposes and cannot be understood as a limitation of this patent. For those of ordinary skill in the art, the specific meanings of the above terms can be understood according to specific circumstances.

[0032] Refer to Figures 1 to 12 As shown, it is a preferred embodiment provided by the present invention.

[0033] The connection structure between the peripheral groove precast hollow bridge pier column and the sunken bearing platform provided by the present invention is not limited to being used in the precast bridge pier column 10 structure, but can also be used in the connection structures of other buildings.

[0034] Peripheral notch precast hollow bridge pier and sunken cap connection structure, including precast bridge pier 10 and cap 130; the cap 130 has an upper end face arranged opposite to the precast bridge pier 10, and the upper end face of the cap 130 is recessed downward to form a fixing groove 20; the bridge pier 10 includes an upper support section and a lower embedded section, and the outer side wall 100 of the embedded section is recessed inward to form a first notch 1401, and the first notch 1401 is arranged around the circumference of the precast bridge pier 10. The embedded section is embedded in the fixing groove 20, and high-strength concrete 150 is poured between the first notch 1401 and the fixing groove 20.

[0035] For the connection structure of the peripheral notch precast hollow bridge pier and the sunken cap 130 provided above, by digging a fixing groove 20 on the cap 130, during the connection process of the precast bridge pier 10 and the cap 130, only need to hoist the precast bridge pier 10 into the fixing groove 20 of the cap 130, and then pour high-strength concrete 150 between the first notch 1401 and the fixing groove 20, so as to realize the tight connection between the precast bridge pier 10 and the cap 130 and effectively enhance the fixing strength. There is no need to weld the two, and there is no need to perform operations such as positioning and measuring on the bridge pier 10. The installation is convenient, and the connection part between the precast bridge pier 10 and the cap 130 is located inside the cap 130, and it is not easily interfered by external wind and water erosion, and has stronger shear and seismic resistance.

[0036] Furthermore, the requirement for the positioning accuracy of the precast hollow bridge pier is low, and the construction is convenient and fast.

[0037] Multiple column steel bars 125 are embedded in the fixing groove 20, and the multiple column steel bars 125 extend upward and are arranged in a vacant state; when the embedded section is embedded in the fixing groove 20, the column steel bars 125 are placed in the first notch 1401. Without affecting the installation of the bridge pier 10, the column steel bars 125 can greatly enhance the strength of the bridge pier 10.

[0038] In addition, multiple column steel bars 125 are embedded in the fixing groove 20. The column steel bars 125 and the cap 130 are regarded as a whole. After injecting high-strength concrete, it can also increase the contact surface between the cap 130 and the bridge pier 10, so that the cooperation between the bridge pier 10 and the cap 130 is closer.

[0039] The interior of the precast bridge pier column 10 has a cavity 110 that runs through the length direction of the precast bridge pier column 10; multiple reinforcing steel bars 120 are preset at the bottom of the fixing groove 20. The multiple reinforcing steel bars 120 extend upward and are arranged in a vacant state. The multiple reinforcing steel bars 120 are inserted into the cavity 110, and high-strength concrete 150 is poured into the cavity 110. In this way, the precast bridge pier column 10 is fixed from both the inside and the outside of the precast bridge pier column 10, further improving the stability of the connection between the precast bridge pier column 10 and the bearing platform 130.

[0040] The inner diameter of the fixing groove 20 is larger than the outer diameter of the precast bridge pier column 10. In short, it is best that the dimensions between the two are the closest. On the one hand, it is convenient for the hoisting of the precast bridge pier column 10. On the other hand, when the precast bridge pier column 10 is embedded in the fixing groove 20, there is a gap between the side wall 100 of the precast bridge pier column 10 and the fixing groove 20, and it is exposed on the outside. Therefore, it is more convenient to pour the high-strength concrete 150.

[0041] Along the direction away from the cavity 110, the upper side wall 141 of the embedded section is arranged obliquely upward. The advantage of this is that during the pouring of the high-strength concrete 150, the upper side wall 141 of the embedded section makes the slurry easier to flow into the first notch 1401. In this way, the high-strength concrete 150 can fill the space between the column reinforcing bars 125 and the side wall 100 of the precast bridge pier column 10 more fully and tightly, further reducing the filling dead angle of the high-strength concrete 150.

[0042] Furthermore, the height of the upper side wall 141 of the embedded section is lower than the depth of the fixing groove 20. In this way, that is to say, the embedded section is completely immersed in the fixing groove 20. When pouring the concrete 150 into the fixing groove 20, the embedded section has a larger contact area with the concrete 150, and at the same time, it is also convenient to inject the concrete 150, and the concrete 150 is not easy to overflow.

[0043] Along the direction away from the cavity 110, the inner side wall 100 of the embedded section is recessed inward to form a second notch 140. Along the height direction of the second notch 140, there are multiple vertically arranged raised strips in the second notch 140. The multiple raised strips are arranged at intervals along the circumferential direction of the second notch 140. The side walls between adjacent raised strips form a separation area 143. The reinforcing steel bars 120 are arranged corresponding to the separation areas 143. Each reinforcing steel bar 120 is placed in each separation area 143, and the reinforcing steel bars 120 are placed in the second notch 140; the setting of the separation areas 143 can play a guiding and limiting role for each reinforcing steel bar 120, so that the reinforcing steel bars 120 are in a relatively stable state and will not shake easily.

[0044] Moreover, when pouring high-strength concrete 150 into the cavity 110, the high-strength concrete 150 flows from top to bottom into the second notch 140 and fills the space between the second notch 140 and the reinforcing steel bars 120. A common body is formed between the reinforcing steel bars 120 and the precast bridge pier 10. While fixing the precast bridge pier 10 above the bearing platform 130, the strength and stiffness of the side wall 100 of the precast bridge pier 10 are enhanced, further improving the shear resistance and seismic resistance of the precast bridge pier 10.

[0045] Furthermore, multiple reinforcing steel bars 120 are arranged in a ring shape at the edge of the side wall 100 of the precast bridge pier 10. In this way, the bearing capacity can be evenly dispersed, and various stresses borne by the precast bridge pier 10 can be jointly shared.

[0046] The precast bridge piers 10 are specially manufactured. Each precast bridge pier 10 has a fixed size and a fixed number of isolation zones 143. The distance between adjacent isolation zones 143 and the dimensional parameters of the isolation zones 143 are also determined. When presetting the reinforcing steel bars 120 on the bearing platform 130 at this time, the size and position of the set reinforcing steel bars 120 are measured and are in one-to-one correspondence with the parameters inside the above-mentioned precast bridge piers 10 to ensure that each reinforcing steel bar 120 can just fit into each isolation zone 143.

[0047] For the above-mentioned isolation zones 143, along the transverse cross-section direction of the precast bridge pier 10, the cross-sectional shape of the isolation zones 143 can be rectangular or arc-shaped, as shown in the attached drawings of the specification Figure 5 and the attached drawings of the specification Figure 6 as shown.

[0048] A reinforcing rib 160 is fixedly connected between two reinforcing steel bars 120 that are on the same straight line as the center of the second notch 140. The length of the reinforcing rib 160 is the same as the inner diameter of the second notch 140. The reinforcing rib 160 can strengthen the connection between the opposing reinforcing steel bars 120, thereby further enhancing the relevance of the reinforcing steel bars 120.

[0049] Fixing heads 161 are respectively arranged at both ends of the reinforcing rib 160. The fixing heads 161 are integrally formed with the reinforcing rib 160. The fixing head of each reinforcing rib 160 is sleeved on two reinforcing steel bars 120 that are on the same straight line as the center of the second notch 140. That is to say, the fixing heads 161 of the reinforcing rib 160 and the reinforcing steel bars 120 are simultaneously in the spaced area. In this way, after pouring the high-strength concrete 150, the precast bridge pier 10, the reinforcing steel bars 120, and the reinforcing rib 160 are connected together, being more firm and not easily loosening.

[0050] The fixed head 161 has a through hole that penetrates the fixed head 161 in the vertical direction, and the reinforcing steel bar 120 is inserted into the through hole.

[0051] During the construction process, first, the reinforcing bar 160 is sleeved on the corresponding reinforcing steel bar 120, and then the bridge pier 10 is hoisted. After the positioning of the bridge pier 10 is completed, the first notch and the second notch are successively filled with concrete 150.

[0052] Furthermore, threaded columns are extendedly provided on the bearing platform 130. The threaded columns are placed at the center of the precast bridge pier 10, and external threads are provided on the outer surface of the threaded columns; a fixing hole is provided in the middle of the reinforcing bar 160. The threaded columns penetrate through a plurality of reinforcing bars 160 from bottom to top and extend above the uppermost reinforcing bar 160 in a vacant arrangement. Nuts are screwed on the threaded columns. By turning the nuts, the nuts press against the uppermost reinforcing bar 160. In this way, all the reinforcing bars 160 are fixed as a whole through the threaded columns, and the reinforcing bars 160 are respectively fixedly connected to each reinforcing steel bar 120, thereby realizing the integrated arrangement of the reinforcing steel bars 120, the reinforcing bars 160, and the threaded columns, and realizing the all-round strengthening and support of the precast bridge pier 10.

[0053] A plurality of recessed grooves are dug downward along the upper end surface of the bearing platform 130. The plurality of recessed grooves are arranged inside the column reinforcing bars 125; the bottom of the recessed grooves extends toward the inside of the bearing platform 130 and branches into a plurality of inclined passages inside the bearing platform 130. When pouring the high-strength concrete 150, the high-strength concrete 150 flows into the recessed grooves along the recessed grooves and continues to flow into each inclined passage communicated with the recessed grooves. After the high-strength concrete 150 solidifies, a plurality of high-strength concrete 150 columns integrated with the high-strength concrete 150 in the cavity 110 are formed, which, together with the column reinforcing bars 125, play a role in fixing and strengthening the precast bridge pier 10.

[0054] Moreover, when the precast bridge pier 10 is embedded in the fixing groove 20, the top of the first notch 1401 has an upper side wall 141, and the highest point of the upper side wall 141 is lower than the highest point of the fixing groove 20. In this case, during the process of pouring the high-strength concrete 150, the high-strength concrete 150 can completely seal the second notch 1401 in the fixing groove 20 without leaving a pouring dead angle.

[0055] In addition, a first isolation ring 300 and a second isolation ring 310 can be arranged in the fixing groove 20. The first isolation ring 300 and the second isolation ring 310 are arranged in a vacant state, concentrically arranged. The diameter of the first isolation ring 300 is greater than that of the second isolation ring 310. The width of the gap between the first isolation ring 300 and the second isolation ring 310 is greater than the thickness of the precast bridge pier 10. The inner diameter of the second isolation ring 310 is smaller than the inner diameter of the precast bridge pier 10, and the height of the second isolation ring 310 is higher than that of the first isolation ring 300. In this way, on the one hand, it is convenient to hoist the precast bridge pier 10. During the installation process, it is only necessary to align the cavity of the precast bridge pier 10 with the second isolation ring 310, and no other position correction is required to accurately position the precast bridge pier 10. On the other hand, pouring high-strength concrete 150 at the inner side wall and the outer side wall 100 of the first isolation ring 300, the second isolation ring 310, and the precast bridge pier 10 can greatly enhance the strength of the high-strength concrete 150, thereby improving the stability of the precast bridge pier 10. Refer to Figures 8 to 10 as shown.

[0056] In another embodiment, the inner diameter of the fixing groove 20 is the same as the outer diameter of the bridge pier 10.

[0057] In the third embodiment, the bottom of the fixing groove 20 has a support surface arranged upward. A convex block 159 is arranged in the middle of the support surface. The convex block 159 extends towards the cavity direction and is arranged in a vacant state. A third notch 158 is formed between the outer side wall of the convex block 159 and the inner side wall of the fixing groove 20. The lower section of the embedding section is embedded in the third notch 158. The convex block 159 is embedded in the cavity, and the outer side wall of the convex block 159 abuts against the inner side wall of the embedding section. In this way, when the bridge pier 10 is embedded in the fixing groove 20, the convex block 159 can support and position the bridge pier 10 from the inside. On the other hand, during the installation process, without measurement, directly sleeving the above-mentioned bridge pier 10 on the convex block 159 can accurately position the bridge pier 10 to the designated area, saving construction steps and shortening the construction period and cost.

[0058] 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. The connecting structure between a peripherally grooved precast hollow bridge pier column and an indented bearing platform, characterized in that It includes a precast bridge pier column and a bearing platform; the bearing platform has an upper end face arranged opposite to the precast bridge pier column, and a fixing groove is formed by downward depression of the upper end face of the bearing platform. The bridge pier column includes an upper support section and a lower embedded section. An inner notch is formed by inward depression of the outer side wall of the embedded section, and the inner notch is arranged around the circumference of the precast bridge pier column. The embedded section is embedded in the fixing groove, and high-strength concrete is poured between the inner notch and the fixing groove; Multiple column steel bars are embedded in the fixing groove, and the multiple column steel bars extend upward and are arranged in a vacant state; when the embedded section is embedded in the fixing groove, the column steel bars are placed in the inner notch; A cavity is provided inside the precast bridge pier column, and the cavity conducts along the length direction of the precast bridge pier column; multiple reinforcement steel bars are preset at the bottom of the fixing groove, and the reinforcement steel bars extend upward and are arranged in a vacant state. The reinforcement steel bars penetrate through the cavity, and high-strength concrete is poured in the cavity; Along the direction away from the cavity, the inner side wall of the embedded section is recessed inward to form a second notch. Along the height direction of the second notch, multiple vertically arranged raised strips are provided in the second notch, and the multiple raised strips are arranged at intervals along the circumferential direction of the second notch. A separation area is formed between the side walls of adjacent raised strips, and the reinforcement steel bars are arranged corresponding to the separation area, and each reinforcement steel bar is placed in each separation area; A reinforcing rib is fixedly connected between two reinforcement steel bars that are on the same straight line as the center of the second notch, and the length of the reinforcing rib is the same as the inner diameter of the second notch; Fixing heads are respectively arranged at both ends of the reinforcing rib, and the fixing heads are integrally formed with the reinforcing rib. The fixing head of each reinforcing rib is sleeved on two reinforcement steel bars that are on the same straight line as the center of the second notch; A threaded column extends upward on the bearing platform, and the threaded column is placed at the center of the precast bridge pier column. External threads are provided on the outer surface of the threaded column; a fixing hole is provided in the middle of the reinforcing rib. The threaded column sequentially penetrates through multiple reinforcing ribs from bottom to top and extends above the uppermost reinforcing rib in a vacant state. A nut is screwed on the threaded column, and by turning the nut, the nut presses against the uppermost reinforcing rib.

2. The connecting structure between a peripherally grooved precast hollow bridge pier column and an indented bearing platform according to claim 1, characterized in that The inner diameter of the fixing groove is larger than the outer diameter of the precast bridge pier column.

3. The connecting structure between a peripherally grooved precast hollow bridge pier column and an indented bearing platform according to claim 2, characterized in that Along the direction away from the cavity, the side wall of the upper part of the embedded section is arranged obliquely upward.

4. The connecting structure between a peripherally grooved precast hollow bridge pier column and an indented bearing platform according to any one of claims 1 to 3, characterized in that A through hole is provided in the fixing head, and the through hole penetrates through the fixing head in the vertical direction, and the reinforcement steel bar penetrates through the through hole.

5. The connecting structure between a peripherally grooved precast hollow bridge pier column and an indented bearing platform according to any one of claims 1 to 3, characterized in that The bottom of the fixing groove has an upward-facing support surface, and a raised block is provided in the middle of the support surface. The raised block extends towards the cavity direction and is arranged in a vacant state; a third notch is formed between the outer side wall of the raised block and the inner side wall of the fixing groove. When the lower section of the embedded section is embedded in the third notch, the raised block is embedded in the cavity, and the outer side wall of the raised block presses against the inner side wall of the embedded section.

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