Prefabricated pier-cap self-sensing connecting structure and implementation method

Abstract

The present application relates to a prefabricated pier-cap self-sensing connecting structure and an implementation method, wherein the prefabricated pier-cap self-sensing connecting structure comprises a m-shaped cap and a prefabricated pier segment, the upper surface of the cap has an annular groove, the middle part of the annular groove forms a positioning column, multiple groups of connecting ribs are uniformly distributed in the annular groove in the circumferential direction, the positioning column comprises a concrete column body and multiple fixing ribs, at least four metal support pieces are uniformly distributed at the bottom of the annular groove, the prefabricated pier segment is inserted into the annular groove, and the reinforcing steel bar connecting segment and the connecting rib are arranged in the form of ring rib buckling, staggered arrangement or overlapping, and the prefabricated pier segment and the outer side groove wall of the annular groove and the positioning column are filled with concrete; the present application also relates to an implementation method of the prefabricated pier-cap self-sensing connecting structure. The connecting structure greatly reduces the complexity of the project, simplifies the construction process, saves concrete, and reduces the cost.

Description

TECHNICAL FIELD

[0001] The present application relates to the civil engineering field, in particular to a prefabricated pier-cap self-sensing connection structure and implementation method. BACKGROUND

[0002] In the prior art, the prefabricated hollow pier is used more and more widely due to its advantages of accelerating the implementation progress of the project, reducing the influence on the environment and traffic, and reducing the dangerous operation of high-altitude operation, and has produced good social and economic benefits. However, in the lower structure of the prefabricated hollow pier, a U-shaped cap is used, and the connection between the lower part of the pier and the U-shaped cap adopts a socket connection, a grouting sleeve connection or a grouting metal bellows connection, etc. The above connection methods need to temporarily support the prefabricated pier segment by a temporary support member to install the socket sleeve, the grouting sleeve or the grouting metal bellows, and to grout the above connecting members with cement, and then the temporary support member needs to be removed, and the cement needs to be grouted inside and outside the prefabricated pier segment. The process is very complex, and problems such as incomplete grouting of the bellows are prone to occur. Due to the socket sleeve, the grouting sleeve or the grouting metal bellows connection method, the lap length of the steel bars is relatively long, and in order to increase the stability, the concrete layer grouted inside and outside the prefabricated pier segment is relatively thick, resulting in an increase in cost.

[0003] In addition, there is a lack of corresponding means to monitor the stress and deformation of the cap and pier connection node in real time, resulting in great difficulty and high cost in detection.

[0004] Therefore, how to ensure excellent seismic performance of the pier and cap node while reducing the implementation steps, shortening the implementation cycle, reducing the project cost and realizing automatic detection of the connection node throughout the life cycle is a technical problem that needs to be solved at present. SUMMARY

[0005] The purpose of the present application is to design a prefabricated pier-cap self-sensing connection structure and implementation method.

[0006] In order to achieve the above purpose, the technical scheme adopted by the present application is:

[0007] The application discloses a prefabricated pier-cap self-sensing connecting structure, which comprises a reverse m-shaped cap and a prefabricated pier segment, the middle part of the upper surface of the cap is provided with an annular groove, the groove width of the annular groove is greater than the wall thickness of the prefabricated pier segment, the middle part of the annular groove forms a positioning column, a plurality of groups of connecting ribs are uniformly distributed in the annular groove in the circumferential direction, the bottom of each group of connecting ribs is inserted below the groove bottom of the annular groove, the upper part of each connecting rib extends upwards above the groove bottom of the annular groove, the part of each group of connecting ribs below the groove bottom of the annular groove is connected through at least one cap stirrup from bottom to top, the positioning column comprises a concrete column body and a plurality of fixing ribs which are uniformly distributed around the axis of the positioning column and are embedded in the concrete column body, each fixing rib is connected through at least one fixing stirrup from bottom to top, at least four metal supporting pieces for supporting the prefabricated pier segment are uniformly distributed in the groove bottom of the annular groove, the pier longitudinal rib of the prefabricated pier segment extends downwards to form a steel connecting segment, the prefabricated pier segment is inserted in the annular groove, and the steel connecting segment and the connecting rib are arranged in the form of ring rib buckling, staggered arrangement or lap joint, and the prefabricated pier segment and the outer groove wall of the annular groove and the prefabricated pier segment and the positioning column are filled with concrete.

[0008] Preferably, the concrete filled between the prefabricated pier segment and the outer groove wall of the annular groove and between the prefabricated pier segment and the positioning column is ultra-high performance concrete.

[0009] Preferably, each group of connecting ribs comprises two L-shaped connecting ribs, the two L-shaped connecting ribs are arranged back to back to form a chevron shape, and one group of cap stirrups comprises small-diameter cap stirrups connected with the inner L-shaped connecting ribs and large-diameter cap stirrups connected with the outer L-shaped connecting ribs.

[0010] Preferably, each group of connecting ribs comprises two connecting ribs, each connecting rib is composed of two L-shaped ribs and a horizontal rib integrally connected to the top of the two L-shaped ribs, the two connecting ribs are arranged back to back, one group of cap stirrups comprises small-diameter cap stirrups connected with the inner connecting ribs and large-diameter cap stirrups connected with the outer connecting ribs.

[0011] Preferably, among the plurality of groups of connecting ribs, at least four groups of FRP connecting ribs are uniformly distributed in the annular groove, the vertical section of the FRP connecting rib contains a first fiber grating sensor, and the first fiber grating sensor is used to be connected with an externally matched resistance strain gauge.

[0012] Preferably, among the plurality of fixing ribs, at least four groups of FRP fixing ribs are uniformly distributed in the concrete column body, the vertical section of the FRP fixing rib contains a second fiber grating sensor, and the second fiber grating sensor is used to be connected with an externally matched resistance strain gauge.

[0013] Preferably, the metal support is an I-beam assembly, the I-beam assembly comprising an I-beam and two steel plates, the cross section of the I-beam is arranged upwards and the web is perpendicular to the radius of the annular groove or extends along the radius of the annular groove.

[0014] The implementation method of the prefabricated pier-cap self-sensing connection structure comprises the following steps:

[0015] Step 1: According to the position of the pile foundation, the foundation pit is excavated, the cap template is supported, a plurality of groups of the connecting bars, the cap stirrups, the fixing bars and the fixing stirrups are bound according to the design requirements, and then the cap concrete is poured to form the m-shaped cap.

[0016] Step 2: The metal support is uniformly arranged at the bottom of the annular groove, and the metal support is between the corresponding connecting bars.

[0017] Step 3: The prefabricated pier segment is hoisted, the steel bar connecting segment of the prefabricated pier segment and the connecting bars of the cap are arranged in the form of ring bar buckling, staggered arrangement or lap joint, and the metal support provides vertical support for the prefabricated pier segment.

[0018] Step 4: After the hoisting of the prefabricated pier segment is completed, the super high performance concrete is poured in the grooves reserved in the prefabricated pier segment, the pouring height should be flush with the height of the cap, and the cast-in-place cap and the prefabricated pier segment are connected after curing and inspection.

[0019] Preferably, in the plurality of groups of the connecting bars in step 1, at least four groups of FRP connecting bars are uniformly arranged in the annular groove, the vertical section of the FRP connecting bar contains a first fiber grating sensor, the FRP connecting bar containing the first fiber grating sensor is manufactured in a factory, the first fiber grating sensor is bound on the FRP connecting bar fiber or mixed with the FRP connecting bar fiber, and the first fiber grating sensor is connected with an externally matched resistance strain gauge.

[0020] Preferably, in the plurality of the fixing bars in step 1, at least four groups of FRP fixing bars are uniformly arranged in the concrete column, the vertical section of the FRP fixing bar contains a second fiber grating sensor, the vertical section of the FRP fixing bar contains a first fiber grating sensor, the FRP fixing bar containing the first fiber grating sensor is manufactured in a factory, and the second fiber grating sensor is connected with an externally matched resistance strain gauge.

[0021] The beneficial effects of the present application are:

[0022] The steel connecting section of the prefabricated pier segment and the connecting steel bars are arranged in the mode of ring steel buckling, staggered arrangement or overlapping, compared with the existing connecting modes such as the socket sleeve kit, the grouting sleeve and the grouting metal bellows, the complexity is greatly reduced, and the problems such as the incomplete grouting of the socket sleeve kit, the grouting sleeve and the grouting metal bellows are avoided, meanwhile, the connecting mode is relatively short in the vertical direction, and the concrete height required for packaging the connecting structure is relatively small; in addition, the inverted m-shaped pile cap is provided with the positioning column with the fixed steel bars and the fixed stirrups anchored in the pile cap, compared with the existing post-grouting positioning column, the firmness is greatly increased, therefore, the ordinary concrete can be used, and the height of the positioning column is greatly reduced; since the artificial grouting sleeve connection in the connecting structure is not needed, smaller supporting parts can be used, the metal supporting parts are directly poured in the connecting structure, and the dismounting work of the metal supporting parts is not needed, so that the construction process is simplified; in addition, the concrete filled between the prefabricated pier segment and the outer groove wall of the annular groove and between the prefabricated pier segment and the positioning column is the ultra-high performance concrete which is very expensive, and the connecting structure of the application can greatly reduce the use amount of the ultra-high performance concrete and save the cost.

[0023] Further, at least four groups of FRP connecting steel bars are evenly arranged in the annular groove, and the vertical section of the FRP connecting steel bar contains a first fiber grating sensor, the first fiber grating sensor is used for connecting with an external resistance strain gauge, continuously emits light signals, and then transmits back through the first fiber grating sensor; since the first fiber grating sensor is part of the FRP connecting steel bar, the FRP connecting steel bar is lengthened and shortened, so that the first fiber grating sensor is synchronously lengthened and shortened, the strain of the first fiber grating sensor is monitored in real time, the stress-strain curve is obtained, the stress change is obtained, the stress and deformation of the FRP connecting steel bar are monitored, and the structure is very ingenious.

[0024] Further, the fixed steel bar with the second fiber grating sensor in the positioning column can monitor the mechanical properties in the positioning column, and cooperates with the monitoring structure of the FRP connecting steel bar to more comprehensively monitor the mechanical properties of the prefabricated pier-pile cap self-sensing connecting structure.

[0025] Further, the I-shaped steel assembly structure is firm and can be firmly combined with the concrete.

[0026] The prefabricated pier-pile cap self-sensing connecting structure can be firmly and conveniently manufactured by a simple, concise and low-cost method. BRIEF DESCRIPTION OF DRAWINGS

[0027] Figure 1 It is a structural schematic view of the prefabricated pier-pile cap self-sensing connecting structure.

[0028] Figure 2 This is a schematic diagram of the m-shaped support structure in this invention;

[0029] Figure 3 This is a schematic diagram of the structure of the m-shaped support and metal support in this invention;

[0030] Figure 4 for Figure 3 A top-view structural diagram;

[0031] Figure 5 This is a structural schematic diagram showing the staggered arrangement of steel reinforcement connection sections and connecting bars;

[0032] Figure 6 A schematic diagram of the mating structure between an m-shaped support with another type of connecting rib and a metal support member;

[0033] Figure 7 This is a schematic diagram of the ring reinforcement connection structure.

[0034] Explanation: Why is it convenient to use a view to reduce distractions? Figure 3 The connecting bars and pile cap stirrups are not shown in the image. Detailed Implementation

[0035] The technical solution of the present invention will be further described below with reference to the accompanying drawings and embodiments. The following specific embodiments will help those skilled in the art to further understand the present invention, but do not limit the present invention in any way. It should also be noted that, for ease of description, only the parts related to the present invention are shown in the drawings, and not all of them.

[0036] Example 1

[0037] A precast pier-cap self-sensing connection structure, such as Figures 1-5As shown, the bearing platform 1 comprises an inverted m-shaped bearing platform 1 and a prefabricated pier segment 16, which is circular or square, and in this embodiment, a circular prefabricated pier segment is used. The height H1 of the prefabricated pier segment is not more than 2500 mm and not less than 1000 mm, the outer radius R1 is not less than 800 mm, and the wall thickness t0 is not less than 120 mm. In this embodiment, the height H1 is 2000 mm, the outer radius R1 is 800 mm, and the wall thickness t0 is 120 mm. The middle part of the upper surface of the bearing platform has an annular groove 6, the groove width of the annular groove is greater than the wall thickness of the prefabricated pier segment, and the groove depth is not less than 250 mm. The groove width of the annular groove = outer radius R - inner radius r. After the prefabricated pier segment is inserted into the annular groove, there is a gap of not less than 100 mm between the prefabricated pier segment and the outer groove wall of the annular groove and the inner groove wall of the annular groove. Therefore, the groove width of this embodiment is 320 mm, and the groove depth is not less than 250 mm, and the groove depth is 250 mm. The inner groove wall of the annular groove forms a positioning column 7. A plurality of groups of connecting bars are uniformly distributed in the circumferential direction in the annular groove. The bottom of each group of connecting bars is inserted below the groove bottom of the annular groove, and the upper part of each connecting bar extends out of the groove bottom of the annular groove. The part of each group of connecting bars below the groove bottom of the annular groove is connected by at least one group of bearing hoop reinforcement from bottom to top. In this embodiment, there are 24 groups of connecting bars and two groups of bearing hoop reinforcement. Each group of connecting bars comprises two L-shaped connecting bars 4, 4', which form a cross shape with their backs facing each other. Each group of bearing hoop reinforcement comprises a small-diameter bearing hoop reinforcement 5 connected with the inner L-shaped connecting bar and a large-diameter bearing hoop reinforcement 5' connected with the outer L-shaped connecting bar. Among the plurality of groups of connecting bars, there are at least four groups of FRP connecting bars uniformly distributed in the annular groove. In this embodiment, there are four groups of FRP connecting bars 11'. The remaining connecting bars are steel connecting bars 11. The vertical section of the FRP connecting bar contains a first fiber grating sensor. The first fiber grating sensor is connected with an external resistance strain gauge 9.

[0038] The positioning column 7 comprises a concrete column and a plurality of fixing bars 3 embedded in the concrete column and uniformly distributed in the circumferential direction around the axis of the positioning column. Each fixing bar is connected by at least one fixing hoop reinforcement 2 from bottom to top. In this embodiment, there are eight fixing bars and two fixing hoop reinforcements. Among the plurality of fixing bars, there are at least four FRP fixing bars 8 uniformly distributed in the concrete column. In this embodiment, there are four FRP fixing bars 8. The remaining fixing bars are steel fixing bars 13. The vertical section of the FRP fixing bar contains a second fiber grating sensor. The second fiber grating sensor is connected with an external resistance strain gauge 9.

[0039] The bottom of the annular groove is uniformly distributed with at least four metal supports for supporting the prefabricated pier segment, and the metal support is an I-beam assembly 10, which includes an I-beam and two steel plates, the thickness of the steel plates is 2-4 mm, the two steel plates are respectively arranged on the upper and lower sides of the I-beam, and the size is equivalent to the cross section of the I-beam, the cross section of the I-beam is arranged upwards, and the web is perpendicular to the radius of the annular groove or extends along the radial direction of the annular groove, in the embodiment, as shown in Figure 1 、 4 and Figure 5 , the web of the I-beam extends along the radial direction of the annular groove.

[0040] The prefabricated pier segment is provided with pier longitudinal reinforcement 17 and pier stirrup 18, the pier longitudinal reinforcement 18 extends downward from the prefabricated pier segment 16 to form a steel bar connecting segment 20, the prefabricated pier segment is inserted into the annular groove, and the steel bar connecting segment and the connecting bar are arranged in the form of ring bar buckling, staggered arrangement or lap joint, as shown in Figure 5 , the embodiment adopts the structure of staggered arrangement.

[0041] The prefabricated pier segment and the outer side groove wall of the annular groove are filled with concrete, and the prefabricated pier segment and the positioning column are filled with concrete, in the embodiment, the prefabricated pier segment and the outer side groove wall of the annular groove are filled with concrete, and the prefabricated pier segment and the positioning column are filled with concrete, which is ultra-high performance concrete 12, namely UHPC (Ultra High Performance Concrete).

[0042] The prefabricated pier-pile cap self-sensing connection structure of the embodiment, the steel bar connecting segment of the prefabricated pier segment and the connecting bar are arranged in the form of ring bar buckling, staggered arrangement or lap joint, compared with the existing socket sleeve, grouting sleeve and grouting metal bellows connection mode, the complexity is greatly reduced, and the problems such as incomplete grouting of the socket sleeve, grouting sleeve and grouting metal bellows are avoided, at the same time, the connection mode of the application is relatively short in the vertical direction, and the concrete height required for packaging the connection structure is relatively small; in addition, the inverted m-shaped pile cap is provided with a positioning column with a fixed bar and a fixed stirrup anchored in the pile cap, compared with the existing post-grouting positioning column, the firmness is greatly increased, therefore, ordinary concrete can be used, and the height of the positioning column is also greatly reduced; since artificial grouting sleeve connection is not required, smaller support components can be used, metal supports are used and directly poured in the connection structure, and the metal support does not need to be removed, thereby simplifying the construction process. In addition, the concrete filled between the prefabricated pier segment and the outer side groove wall of the annular groove and the prefabricated pier segment and the positioning column is ultra-high performance concrete, which is very expensive, and the connection structure of the application can greatly reduce the amount of ultra-high performance concrete and save costs.

[0043] The FRP connecting rib is arranged in at least four groups in the annular groove, and the vertical section of the FRP connecting rib contains a first fiber grating sensor, the first fiber grating sensor is connected with an external resistance strain gauge, continuously emits light signals, and then the light signals are transmitted back through the first fiber grating sensor, because the first fiber grating sensor is part of the FRP connecting rib, the FRP connecting rib is lengthened or shortened, the first fiber grating sensor is synchronously lengthened or shortened, the strain of the first fiber grating sensor is monitored in real time, a stress-strain curve is obtained, and then a stress change is obtained, the stress and deformation of the FRP connecting rib are monitored, and then the mechanical properties of the prefabricated pier-cap self-sensing connecting structure are monitored, which is very ingenious, the fiber grating sensor (Fiber Grating Sensor) is an existing product, and the working principle is prior art, which will not be described in detail here. The fixed rib with the second fiber grating sensor arranged in the positioning column can monitor the mechanical properties of the positioning column, and the monitoring structure of the FRP connecting rib can more comprehensively monitor the mechanical properties of the prefabricated pier-cap self-sensing connecting structure. The I-shaped steel assembly structure is firm, and can be firmly combined with concrete.

[0044] In other embodiments, unlike the above embodiments, as shown in Figure 6 each group of connecting ribs includes two connecting ribs, each connecting rib is composed of two L-shaped ribs and a horizontal rib 14, 15 integrally connected at the top of the two L-shaped ribs, and the two connecting ribs are arranged back to back, and each group of cap stirrups includes small-diameter cap stirrups connected with the connecting ribs on the inner side and large-diameter cap stirrups connected with the connecting ribs on the outer side. In this embodiment, if the bottoms of adjacent reinforcing steel connecting sections are also connected in a U shape, then the connecting ribs and the reinforcing steel connecting sections can adopt ring rib buckling, as shown in Figure 7 a cross-inserted rib material 21 is inserted into the overlapping position of the reinforcing steel connecting section and the connecting rib to form ring rib buckling.

[0045] Embodiment 2

[0046] The implementation method for manufacturing the prefabricated pier-cap self-sensing connecting structure in embodiment 1, as shown in Figures 1-7 includes the following steps:

[0047] Step 1, according to the pile foundation position, excavate the foundation pit, support the cap formwork, bind a plurality of groups of the connecting rib, the cap stirrup, the fixed rib and the fixed stirrup according to the design requirements, then pour the cap concrete, and form the m-shaped cap;

[0048] Step 2, uniformly arrange the metal support in the annular groove groove bottom, and the metal support is between the corresponding connecting ribs;

[0049] Step 3, hoist the prefabricated pier segment, the steel bar connecting segment of the prefabricated pier segment and the connecting bar of the pile cap are arranged in the form of ring bar buckling, staggered arrangement or lap joint, and the metal support provides vertical support for the prefabricated pier segment, and in the embodiment, the structure of staggered arrangement is adopted;

[0050] Step 4, after the hoisting of the prefabricated pier segment is completed, the super high performance concrete is poured in the grooves reserved in the prefabricated pier segment, the pouring height should be flush with the height of the pile cap, and the maintenance and inspection are carried out, and the cast-in-place pile cap and the prefabricated pier segment are connected.

[0051] In the plurality of connecting bars in step 1, at least four FRP connecting bars are uniformly distributed in the annular groove, the vertical section of the FRP connecting bar contains a first fiber grating sensor, the FRP connecting bar containing the first fiber grating sensor is manufactured in a factory, the first fiber grating sensor is bound on the FRP connecting bar fiber or the first fiber grating sensor is mixed together with the FRP connecting bar fiber, and the first fiber grating sensor is used to be connected with an externally matched resistance strain gauge.

[0052] In the plurality of fixing bars in step 1, at least four FRP fixing bars are uniformly distributed in the concrete column, the vertical section of the FRP fixing bar contains a second fiber grating sensor, the vertical section of the FRP fixing bar contains a first fiber grating sensor, the FRP fixing bar containing the first fiber grating sensor is manufactured in a factory, and the second fiber grating sensor is used to be connected with an externally matched resistance strain gauge.

[0053] The embodiment method of the prefabricated pier-pile cap self-sensing connection structure can manufacture a prefabricated pier-pile cap self-sensing connection structure which is firm, convenient and capable of monitoring mechanical properties in a simple, concise and low-cost manner.

[0054] The above embodiments are only used to illustrate the technical solutions of the present application but not to limit it, and those skilled in the art should understand that all the embodiments do not need to be enumerated here. It should be pointed out that, without departing from the concept of the present application, the device can be deformed or modified in several ways. These all belong to the protection scope of the present application. Any modification, equivalent replacement and improvement made within the spirit and principle of the present application should be included in the protection scope of the claims of the present application.

Claims

1. A precast pier-cap self-sensing connection structure, characterized in that: The inverted m-shaped bearing platform and the prefabricated pier segment, the middle part of the upper surface of the bearing platform has an annular groove, the groove width of the annular groove is greater than the wall thickness of the prefabricated pier segment, the middle part of the annular groove forms a positioning column, a plurality of groups of connecting bars are uniformly distributed in the annular groove in the circumferential direction, the bottom of each group of connecting bars is inserted below the groove bottom of the annular groove, the upper part of each connecting bar extends above the groove bottom of the annular groove, the part of each group of connecting bars below the groove bottom of the annular groove is connected by at least one group of bearing platform stirrups from bottom to top, the positioning column comprises a concrete column body and a plurality of fixing bars embedded in the concrete column body and uniformly distributed around the axis of the positioning column in the circumferential direction, each fixing bar is connected by at least one fixing stirrup from bottom to top, the groove bottom of the annular groove is uniformly distributed with at least four metal supports for supporting the prefabricated pier segment, the pier longitudinal reinforcement of the prefabricated pier segment extends downward to form a steel connecting segment, the prefabricated pier segment is inserted into the annular groove, and the steel connecting segment and the connecting bars are arranged in the form of ring bar buckling, staggered arrangement or overlapping, and the prefabricated pier segment and the positioning column are filled with concrete; among the plurality of groups of connecting bars, at least four groups of FRP connecting bars are uniformly distributed in the annular groove, the vertical section of the FRP connecting bar contains a first fiber grating sensor, and the first fiber grating sensor is connected with an externally matched resistance strain gauge; among the plurality of fixing bars, at least four FRP fixing bars are uniformly distributed in the concrete column body, the vertical section of the FRP fixing bar contains a second fiber grating sensor, and the second fiber grating sensor is connected with an externally matched resistance strain gauge.

2. The precast pier-cap self-sensing connection structure according to claim 1, wherein: The concrete filled between the prefabricated pier segment and the outer groove wall of the annular groove and between the prefabricated pier segment and the positioning column is ultra-high performance concrete.

3. The precast pier-cap self-sensing connection structure of claim 2, wherein: Each group of connecting bars includes two L-shaped connecting bars, and the two L-shaped connecting bars are arranged back to back to form a chevron shape, and a group of bearing platform stirrups includes small-diameter bearing platform stirrups connected with the inner L-shaped connecting bars and large-diameter bearing platform stirrups connected with the outer L-shaped connecting bars.

4. The precast pier-cap self-sensing connection structure according to claim 3, wherein: Each group of connecting bars includes two connecting bars, each of which is composed of two L-shaped bars and a horizontal bar integrally connected to the top of the two L-shaped bars, and the two connecting bars are arranged back to back, and a group of bearing platform stirrups includes small-diameter bearing platform stirrups connected with the inner connecting bars and large-diameter bearing platform stirrups connected with the outer connecting bars.

5. The precast pier-cap self-sensing connection structure according to claim 4, wherein: The metal support is an I-beam assembly, which includes an I-beam and two steel plates, and the cross section of the I-beam is arranged upward, and the web is perpendicular to the radius of the annular groove or extends along the radius direction of the annular groove.

6. The method for implementing the precast pier-cap self-sensing connection structure of claim 5, wherein The method comprises the following steps: Step 1: According to the position of the pile foundation, the foundation pit is excavated, the bearing platform formwork is erected, a plurality of groups of connecting bars, bearing platform stirrups, fixing bars and fixing stirrups are bound according to the design requirements, and then the bearing platform concrete is poured to form the m-shaped bearing platform. Step 2, uniformly arranging the metal supports at the bottom of the annular groove, the metal supports being between the corresponding connecting bars; Step 3, hoisting the prefabricated pier segment, the steel bar connecting segment of the prefabricated pier segment being arranged in a ring bar buckle, staggered arrangement or overlapping manner between the connecting bars of the pile cap, and the metal supports providing vertical support for the prefabricated pier segment; Step 4, after the hoisting of the prefabricated pier segment is completed, pouring super high performance concrete in the grooves reserved inside and outside the prefabricated pier segment, the pouring height being flush with the height of the pile cap, curing and inspection, and the connection between the cast-in-place pile cap and the prefabricated pier segment being completed.

7. The method of claim 6, wherein: In the multiple groups of connecting bars in step 1, at least four groups of FRP connecting bars are evenly arranged in the annular groove, the vertical segment of the FRP connecting bar containing a first fiber grating sensor, the FRP connecting bar containing the first fiber grating sensor being manufactured in a factory, the first fiber grating sensor being bound to the FRP connecting bar fiber or mixed with the FRP connecting bar fiber, and the first fiber grating sensor being used for connection with an externally adapted resistance strain gauge.

8. The method of claim 7, wherein: In the multiple fixing bars in step 1, at least four FRP fixing bars are evenly arranged in the concrete column, the vertical segment of the FRP fixing bar containing a second fiber grating sensor, the vertical segment of the FRP fixing bar containing a first fiber grating sensor, the FRP fixing bar containing the first fiber grating sensor being manufactured in a factory, and the second fiber grating sensor being used for connection with an externally adapted resistance strain gauge.

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