Prefabricated assembly type bridge pier suitable for high-intensity earthquake area and construction method thereof

Abstract

The application discloses a prefabricated assembly type bridge pier suitable for a high-intensity earthquake area and a construction method thereof, wherein a plurality of longitudinal reinforcement bars are arranged in an upper prefabricated component, a plurality of connecting reinforcement bars are arranged in a lower prefabricated component, a reserved section of the upper reinforcement bar is connected with a reserved section of the connecting reinforcement bar through a reinforcement bar connector, the connector can generate sufficient extrusion force to guarantee the connecting performance of the reinforcement bar in the connector, the main body end of the connector is in an expanded shape and cooperates with a wedge-shaped supporting ring, the supporting ring is embedded and fixed and force is transmitted between the reinforcement bar through a protrusion and a groove, the prefabricated assembly structure has better integrity at the connecting position, the problem that the assembly structure is easily damaged at the connecting position or the pier bottom under the action of the earthquake load is solved, and the structure can fully play the ductility performance.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of prefabricated assembly bridge, and relates to a prefabricated assembly pier suitable for a high seismic intensity area and a construction method thereof. BACKGROUND

[0002] Compared with the traditional cast-in-situ concrete pier, the prefabricated pier system can solve the problem of construction interference near the operating line, improve the quality of the pier column through factory prefabrication of the pier column segments, shorten the on-site construction workload, save the construction period, improve the green level of engineering construction, and save the resources of the building industry.

[0003] At present, the existing prefabricated assembly pier connection methods mainly include grouting sleeve connection, grouting corrugated pipe connection, cast-in-situ wet joint connection, post-tensioned prestressed connection and socket connection. However, the existing connection methods have problems that need to be solved in terms of stress performance, such as: the grouting sleeve connection method cannot fully develop the performance of longitudinal reinforcement, so that the ductility of the pier column cannot fully develop, and grouting defects may occur, thereby affecting the connection performance; the grouting corrugated pipe connection has the problems of difficult positioning and easy deformation of the corrugated pipe, thereby failing to provide sufficient strength; the cast-in-situ wet joint has a large on-site pouring workload and a long construction period, and has a great impact on the surrounding environment; the post-tensioned prestressed connection has the problem that the energy dissipation capacity and self-resetting capacity cannot be considered.

[0004] For example, patent CN116377862B discloses a prefabricated component pier column and cap beam joint test method, which connects the joint between the pier column and the cap beam by using steel bar lap joint and pouring UHPC, greatly reduces the joint width, simplifies the joint reinforcement, reduces the steel bar welding, and improves the performance of the prefabricated structure, including fatigue resistance, shock resistance and crack resistance, and durability. However, in this method, the splicing joint is a weak point of the pier column, the ductility at the connection joint is poor, and the column cross section is weakened too much, which affects the strength and stiffness of the prefabricated column. The strain concentration phenomenon is obvious at this place, and the deformation is severe, which is easy to damage before the full development of the pier ductility, so that the longitudinal reinforcement performance of the joint is prematurely invalid, and compared with the cast-in-situ pier column, the overall performance is poor and the hysteresis capacity is weak. Therefore, how to propose a connection structure that can consider the energy dissipation capacity and self-resetting capacity of the prefabricated pier column, and realize rapid and convenient construction under the premise of ensuring the connection strength, is a problem that needs to be solved urgently. SUMMARY

[0005] In order to overcome the defects of the above-mentioned prior art, the purpose of the present application is to provide a prefabricated assembly pier suitable for a high seismic intensity area and a construction method thereof, so as to solve the problems of complex construction and inability to consider the energy dissipation capacity and self-resetting capacity of the existing prefabricated bridge pier connection section.

[0006] To solve the above problems, the technical scheme adopted by the present application is:

[0007] A prefabricated assembly type pier suitable for high seismic intensity area, comprising an upper prefabricated component 1 and a lower prefabricated component 2, the upper prefabricated component 1 is internally provided with a plurality of longitudinal reinforcement 3, the lower prefabricated component 2 is internally provided with a plurality of connecting reinforcement 4;

[0008] The upper part of the prefabricated component 1 is provided with a protruding part 1-2, and the cross-sectional area of the protruding part 1-2 is smaller than the original cross-sectional area of the upper prefabricated component 1; the longitudinal reinforcement 3 extends out of the reserved segment 3-1 of the upper reinforcement in the protruding direction, and the reserved segment 3-1 of the upper reinforcement is located outside the protruding part;

[0009] The top of the lower prefabricated component 2 is provided with a groove part, the bottom opening of the groove part is larger than the top opening, and the cross section is trapezoidal; the protruding part of the connecting reinforcement 4 on the top surface of the groove part is the reserved segment 4-1 of the connecting reinforcement, and the reserved segment 4-1 of the connecting reinforcement is connected with the reserved segment 3-1 of the upper reinforcement one by one; the protruding part of the upper prefabricated component 1 is inserted into the groove part of the lower prefabricated component 2.

[0010] The reserved segment 3-1 of the upper reinforcement and the reserved segment 4-1 of the connecting reinforcement are connected by a reinforcement connector 5, specifically, a non-bonding section 8 is arranged above the connecting position between the end of the reserved segment 3-1 of the upper reinforcement and the reinforcement connector 5, a plurality of closed stirrups 7 are arranged on the periphery of the reserved segment 3-1 of the upper reinforcement, and post-poured concrete 6 is arranged on the periphery of the protruding part 1-2 and the groove part of the lower prefabricated component 2, so that the upper prefabricated component 1 and the lower prefabricated component 2 form an integral whole.

[0011] The reinforcement connector 5 comprises a connector body 5-1, an internal limiting protrusion 5-1-1 and an external limiting protrusion 5-1-2 are arranged in the middle of the connector body 5-1, respectively inward and outward, a top groove 5-1-3 and a bottom groove 5-1-4 are arranged on the top and bottom of the connector body 5-1, respectively; the reserved segment 3-1 of the upper reinforcement is inserted into the top groove 5-1-3 for anchoring, and the reserved segment 4-1 of the connecting reinforcement is inserted into the bottom groove 5-1-4 for anchoring; the top and bottom of the connector body 5-1 are respectively connected with the top connecting sleeve 5-2 and the bottom connecting sleeve 5-3 by screw connection, and the top groove 5-1-3 and the reserved segment 3-1 of the upper reinforcement, and the bottom groove 5-1-4 and the reserved segment 4-1 of the connecting reinforcement are in close contact through the support ring 5-4.

[0012] The top connecting sleeve 5-2 and the bottom connecting sleeve 5-3 both contain a large diameter end and a small diameter end, wherein the large diameter end is provided with internal threads and is connected with the external threads on the top and bottom of the connector body 5-1; the inner diameter of the small diameter end is matched with the outer diameter of the reserved segment 3-1 of the upper reinforcement and the reserved segment 4-1 of the connecting reinforcement.

[0013] The connector body 5-1 has several non-through axial slits 5-1-5 at its top and bottom. The inner surfaces of the top and bottom ends of the connector body 5-1 are both outwardly flared. The support ring 5-4 is a hollow inverted frustum shape. The outer surface of the support ring 5-4 is adapted to the inner surfaces of the top and bottom ends of the connector body 5-1.

[0014] The surfaces of the upper reinforcing bar reserved section 3-1 and the connecting reinforcing bar reserved section 4-1 are both provided with annular grooves 9. The inner surface of the support ring 5-4 is provided with a support ring protrusion 5-4-2 that matches the annular groove 9. The support ring protrusion 5-4-2 is embedded in the annular groove 9. The outer surface of the support ring 5-4 is provided with an axial groove 5-4-1. The depth of the axial groove 5-4-1 is less than the thickness of the support ring 5-4. The support ring 5-4 is provided with a break gap 5-4-3 opposite to the axial groove 5-4-1.

[0015] The longitudinal reinforcement 3 and its corresponding connecting reinforcement 4, accounting for more than 20% and not less than 2, are made of shape memory alloy material; the post-cast concrete 6 is made of ultra-high performance concrete or shape memory alloy fiber concrete.

[0016] A construction method for prefabricated bridge piers suitable for high-intensity earthquake zones includes the following steps:

[0017] S1: Tie the steel cage of the upper precast component 1 and install the formwork, pour concrete, and prepare the upper precast component 1. At this time, the longitudinal reinforcement 3 extends out of the upper reinforcement reserved section 3-1 along the protruding direction of the protruding part 1-2 of the upper precast component 1, and an unbonded section 8 is set on the upper reinforcement reserved section 3-1.

[0018] S2: Tie the steel cage of the lower precast component 2 and install the template, pour concrete, and prepare the lower precast component 2. At this time, the connecting bar 4 extends the connecting bar reserved section 4-1 on the top surface of the groove part of the lower precast component, which corresponds one-to-one with the upper bar reserved section 3-1.

[0019] S3: The prepared upper precast component 1 is hoisted above the groove of the lower precast component 2, and the upper precast section 3-1 and the connecting section 4-1 are connected by the precast section connector 5, so that the longitudinal rib 3 and the connecting rib 4 are connected as a whole. At this time, the unbonded section 8 is located above the precast section connector 5.

[0020] S4: binding a plurality of said closed stirrups 7 around the upper reserved section 3-1 of the reinforcement, then erecting formwork on the outer periphery of the upper precast component 1 and the recessed portion of the lower precast component 2 and pouring the post-cast concrete 6, embedding the upper reserved section 3-1 of the reinforcement, the closed stirrups 7 and the reinforcement connector 5 in the post-cast concrete 6, and curing the post-cast concrete 6 to form an integral whole of the upper precast component 1 and the lower precast component 2.

[0021] The step S3 specifically comprises the following contents:

[0022] S3-1: installing the bottom connecting sleeve 5-3 on the reserved section 4-1 of the connecting reinforcement, inserting the support ring 5-4 into the annular groove 9 of the reserved section 4-1 of the connecting reinforcement, and inserting the bottom recess 5-1-4 into the reserved section 4-1 of the connecting reinforcement until the fixed position;

[0023] S3-2: rotating the bottom connecting sleeve 5-3 upward into the bottom of the connector body 5-1 until the support ring 5-4 is tightly embedded in the reserved section 4-1 of the connecting reinforcement and the bottom end of the connector body 5-1, thereby fixing the connector body 5-1 on the reserved section 4-1 of the connecting reinforcement;

[0024] S3-3: installing the top connecting sleeve 5-2 on the upper reserved section 3-1 of the reinforcement, inserting the support ring 5-4 into the annular groove 9 of the upper reserved section 3-1 of the reinforcement, hoisting the upper precast component 1 above the recessed portion of the lower precast component 2, making the upper reserved section 3-1 of the reinforcement correspond to the reserved section 4-1 of the connecting reinforcement one by one, and inserting the upper reserved section 3-1 of the reinforcement into the top recess 5-1-3 until the fixed position;

[0025] S3-4: rotating the top connecting sleeve 5-2 downward into the top of the connector body 5-1 until the support ring 5-4 is tightly embedded in the upper reserved section 3-1 of the reinforcement and the top end of the connector body 5-1, thereby completing the fastening connection of the longitudinal reinforcement 3 and the connecting reinforcement 4.

[0026] Compared with the prior art, the present application has the following beneficial effects:

[0027] (1) The structure form proposed by the application inserts the pier bottom part with the connector into the lower prefabricated component, can realize the downward movement of the joint and rigid segment of the assembled bridge pier, makes the assembled bridge pier of this type closer to the cast-in-place structure, and avoids the problem that the ductility of the pier body cannot be fully played due to strain concentration and severe deformation at the joint of the traditional assembled bridge pier under the action of the earthquake load. The cross-sectional area of the protruding part of the upper prefabricated component is set to be smaller than the original cross-sectional area, on the one hand, the longitudinal reinforcement can be exposed, thereby facilitating the installation of the reinforcement connector on the construction site, on the other hand, the post-cast concrete can contain part of the upper prefabricated component and part of the lower prefabricated component, compared with the traditional method of inserting the bottom of the upper prefabricated component into the lower prefabricated component and arranging concrete only in the lower prefabricated component, the prefabricated assembled structure can have better integrity at the joint, can solve the problem that the assembled structure is prone to generate large damage at the joint or the pier bottom under the action of the earthquake load, and can make the structure fully play the ductility performance. At the same time, since there is a bonding interface between the post-cast concrete and the cast concrete, which is another weak stress point in the structure, the bottom opening of the groove part of the lower prefabricated component is larger than the top opening, and the cross section is trapezoidal, which can further improve the bearing capacity of the structure at the post-cast concrete based on the load resistance of the bonding interface between the post-cast concrete and the cast concrete, and additionally provide the resistance provided by the structure form and the excellent mechanical properties of the high-performance material itself.

[0028] (2) The application replaces part of the longitudinal reinforcement in the assembled bridge pier with a reinforcement made of shape memory alloy material (SMA), uses the excellent deformation recovery ability of the SMA reinforcement, can solve the technical problems of excessive residual displacement of the bridge pier and insufficient restoring force under the action of the earthquake load, and uses the post-cast fiber reinforced concrete (such as ultra-high performance concrete (UHPC) or shape memory fiber concrete) and the SMA reinforcement together to bear the horizontal cyclic load at the pier bottom, which can overcome the problem of poor energy dissipation ability caused by the SMA reinforcement. The structure form proposed by the application can significantly and effectively reduce the residual displacement of the structure without reducing the energy dissipation capacity of the assembled bridge pier, and realizes the technical effect of obtaining a better structure form than the cast-in-place bridge pier in the assembly field.

[0029] (3) The connector can generate sufficient extrusion force to ensure the connection performance of the reinforcement in the connector, the end of the connector body is enlarged, cooperates with the wedge-shaped support ring, the support ring is embedded and fixed with the reinforcement through the protrusion and the groove, and the end of the connector body provided with the slits can ensure sufficient error allowance of the prefabricated segment with the reserved reinforcement during installation. During the screwing of the top connecting sleeve and the bottom connecting sleeve, the top end and the bottom end of the connector body with the slits are tightly returned inward, the top connecting sleeve and the bottom connecting sleeve also apply pressure to the support ring, the wedge-shaped support ring and the reinforcement embedded in the support ring are continuously anchored into the top groove and the bottom groove of the connector body under the pressure, and finally the fastening connection between the reserved reinforcement and the top of the connector body is realized. When the reserved reinforcement between the adjacent prefabricated components is connected, the weight of the hoisted upper prefabricated component can be used to provide the force for inserting the reserved reinforcement into the connector, the construction is convenient and fast, the construction efficiency can be greatly improved on the premise of ensuring excellent connection performance. In summary, the connector can generate sufficient extrusion force to ensure the connection performance of the reinforcement in the connector, the end of the connector body is enlarged, cooperates with the wedge-shaped support ring, the support ring is embedded and fixed with the reinforcement through the protrusion and the groove, the prefabricated assembly structure can have better integrity at the connection, the problem that the assembly structure is prone to damage at the connection or the pier bottom under the action of the earthquake load is solved, and the structure can fully play the ductility performance. BRIEF DESCRIPTION OF DRAWINGS

[0030] Figure 1 is a prefabricated assembly bridge pier structure schematic diagram.

[0031] Figure 2 is a reinforcement connector 5 specific structure schematic diagram.

[0032] Figure 3 is a connector body 5-1 structure schematic diagram.

[0033] Figure 4 is a support ring 5-4 structure schematic diagram in the connector body.

[0034] Fig. 5 (a) - (d) is a prefabricated assembly bridge pier process flow schematic diagram.

[0035] Fig. 6 (a) is a stress nephogram of the connector with a groove depth of 1mm; Fig. 6 (b) is a stress nephogram of the connector with a groove depth of 2mm.

[0036] Figure 7 Comparison diagram of stress-strain relationship curve simulation values of the connector under different groove depths.

[0037] Figure 8(a) is a stress nephogram of the connector with the groove type of ring groove; Figure 8(b) is a stress nephogram of the connector with the groove type of half groove.

[0038] Figure 9 is a comparison diagram of the stress-strain relationship curve simulation values of the connectors under different groove types.

[0039] Figure 10 is a diagram showing the results of the axial pull-out test of the connector and the corresponding steel bar raw material pull-out test.

[0040] In the figure: 1. upper prefabricated component; 1-2. convex part; 2. lower prefabricated component; 3. longitudinal reinforcement; 3-1. upper reinforcement reserved section; 4. connecting reinforcement; 5. reinforcement connector; 5-1. connector main body; 5-2. top connecting sleeve; 5-3. bottom connecting sleeve; 5-4. support ring; 5-1-1. internal limiting convex; 5-1-2. external limiting convex; 5-1-3. top groove; 5-1-4. axial fine slit; 5-1-5 bottom groove; 5-4-1. axial groove; 5-4-2. support ring convex; 5-4-3. disconnection gap; 6. post-poured concrete; 7. closed stirrup; 8. unbonded section; 9. ring groove. DETAILED DESCRIPTION

[0041] The present application will be described in detail below in conjunction with the drawings and specific embodiments.

[0042] As Figure 1As shown, a prefabricated bridge pier suitable for high-intensity earthquake zones includes an upper prefabricated component 1 and a lower prefabricated component 2. The upper prefabricated component 1 has several longitudinal reinforcement bars 3 inside, and the lower prefabricated component 2 has several connecting reinforcement bars 4 inside. The bottom of the upper prefabricated component 1 has a protruding portion 1-2, the cross-sectional area of ​​which is smaller than the original cross-sectional area of ​​the upper prefabricated component 1. The longitudinal reinforcement bars 3 extend outwards along the protrusion direction to form an upper reinforcement reserved section 3-1, which is located outside the protruding portion. The top of the lower prefabricated component 2 has a groove portion, the bottom opening of which is larger than the top opening, and the cross-section is trapezoidal. The connecting reinforcement bars 4 extend outwards from the top surface of the groove portion to connect... The pre-reserved reinforcement section 4-1 corresponds one-to-one with the pre-reserved upper reinforcement section 3-1; the protruding part of the upper precast component 1 is inserted into the groove of the lower precast component 2; the pre-reserved reinforcement section 4-1 and the pre-reserved upper reinforcement section 3-1 are connected by a reinforcement connector 5; the pre-reserved upper reinforcement section 3-1 is provided with an unbonded section 8, which is located above the reinforcement connector 5; the upper reinforcement section 3-1 is surrounded by multiple layers of closed stirrups 7; the protruding part of the upper precast component 1 and the groove of the lower precast component 2 are provided with post-cast concrete 6, so that the upper precast component 1 and the lower precast component 2 form a whole.

[0043] like Figure 2 As shown, the reinforcing bar connector 5 consists of a connector body 5-1, a top connecting sleeve 5-2, a bottom connecting sleeve 5-3, and a support ring 5-4. The connector body 5-1 has an internal limiting protrusion 5-1-1 and an external limiting protrusion 5-1-2 extending inwards and outwards respectively in the middle. The connector body 5-1 has a top groove 5-1-3 and a bottom groove 5-1-4 at its top and bottom respectively. The upper reinforcing bar reserved section 3-1 is inserted into the top groove 5-1-3 for anchoring, and the connecting bar reserved section 4-1 is inserted into the bottom groove 5-1-4 for anchoring. Both the top connecting sleeve 5-2 and the bottom connecting sleeve 5-3 contain a large diameter... The connector body 5-1 has a large diameter end and a small diameter end. The large diameter end is provided with an internal thread, and the top and bottom of the connector body 5-1 are provided with external threads, so that the large diameter end of the top connecting sleeve 5-2 is connected to the top of the connector body 5-1, and the large diameter end of the bottom connecting sleeve 5-3 is connected to the bottom of the connector body 5-1 by threads. The inner diameter of the small diameter end is adapted to the outer diameter of the upper rib reserved section 3-1 and the connecting rib reserved section 4-1. The top groove 5-1-3 and the upper rib reserved section 3-1, and the bottom groove 5-1-4 and the connecting rib reserved section 4-1 are in close contact through the support ring 5-4.

[0044] like Figure 3 andFigure 4 As shown, the connector body 5-1 has several non-through axial slits 5-1-5 at both its top and bottom. The inner surfaces of the top and bottom ends of the connector body 5-1 are both outwardly flared. The support ring 5-4 is a hollow inverted frustum shape, and its outer surface is adapted to the inner surfaces of the top and bottom ends of the connector body 5-1. The surfaces of the upper rib reserved section 3-1 and the connecting rib reserved section 4-1 are both provided with annular grooves 9. The inner surface of the support ring 5-4 is provided with grooves that correspond to the annular grooves 9. The support ring protrusion 5-4-2 that matches the groove 9 is used to embed the support ring 5-4 between the annular groove of the upper rib reserved section 3-1 and the top end of the connector body 5-1, and between the annular groove of the connecting rib reserved section 4-1 and the bottom end of the connector body 5-1. The outer surface of the support ring 5-4 is provided with an axial groove 5-4-1. The depth of the axial groove 5-4-1 is less than the thickness of the support ring 5-4. The support ring 5-4 is provided with a break gap 5-4-3 opposite to the axial groove 5-4-1.

[0045] See Figure 10 A comparison of the axial pull-out test results of the connector and the corresponding pull-out test results of the original steel bar shows that, in terms of strength, the yield strength of the connector is slightly higher than that of the original steel bar, while the ultimate strength is comparable to that of the original steel bar. In terms of deformation, since the parts in the connector are in dry contact, there are gaps. In the early stage of tension, oscillations occur as the parts automatically integrate to eliminate the gaps, which also leads to greater slippage of the connector than that of the original steel bar in the early stage of tension. After the connector enters the plastic stage, the deformation is less than that of the original steel bar, and the ductility is slightly inferior to that of the original steel bar.

[0046] like Figures 1-4 As shown, the depth of the top groove 5-1-3 is greater than the anchorage length of the upper reinforcing bar reserved section 3-1, and the depth of the bottom groove 5-1-4 is greater than the anchorage length of the connecting bar reserved section 4-1. The longitudinal reinforcing bars 3, accounting for 20% and not less than two bars, and their corresponding connecting bars 4 are made of shape memory alloy material. The post-cast concrete 6 is made of ultra-high performance concrete or shape memory alloy fiber concrete.

[0047] To explore optimal parameters, finite element analysis was performed on 12mm diameter HRB400 steel bars and 16mm diameter HRB400 steel bars for different groove depths and groove types, as shown in Figure 6(a) and Figure 6(b). Figure 7 Figure 8(a), Figure 8(b) and Figure 9As shown in the figure, the connector failures all occurred on the reinforcing bars and outside the grooves. This is because the clamping force generated by the support ring on the grooved portion of the reinforcing bar can compensate for the weakening effect of the reinforcing bar caused by the groove. Calculations show that a groove depth of 2 mm reduces the bearing capacity by 11.5% and the displacement ductility by 29.1% compared to a groove depth of 1 mm. Therefore, a groove depth of 1 mm is the preferred parameter for the reinforcing bar groove. Calculations and analyses were performed on two groove types: annular groove and semi-groove. The results show that the bearing capacity and deformation capacity of both are similar, with the semi-groove type being slightly better than the annular groove type. Specifically, the bearing capacity of the semi-groove connector is increased by 11.1% and the displacement ductility is increased by 15.2% compared to the annular groove connector. Therefore, the semi-groove type is the preferred parameter for the reinforcing bar groove.

[0048] As shown in Figures 5(a), 5(b), 5(c), and 5(d), a construction method for prefabricated assembled bridge piers suitable for high-intensity seismic zones is provided, including the following steps:

[0049] S1: Tie the steel cage of the upper precast component 1 and install the template, pour concrete, and prepare the upper precast component 1. At this time, the longitudinal reinforcement 3 extends out of the upper reinforcement reserved section 3-1 along the protruding direction of the protruding part of the upper precast component 1, and the unbonded section 8 is set on the upper reinforcement reserved section 3-1.

[0050] S2: Tie the steel cage of the lower precast component 2 and install the template, pour concrete, and prepare the lower precast component 2. At this time, the connecting bar 4 extends out of the top surface of the groove part of the lower precast component 2, and corresponds one-to-one with the upper bar reserved section 3-1.

[0051] S3: The prepared upper prefabricated component 1 is hoisted above the groove portion of the lower prefabricated component 2, and the upper prefabricated section 3-1 and the connecting section 4-1 are connected by the prefabricated connector 5, thereby connecting the longitudinal rib 3 and the connecting rib 4 into a whole. At this time, the unbonded section 8 is located above the prefabricated connector 5.

[0052] S4: Bind multiple turns of the closed stirrups 7 around the outer perimeter of the upper precast reinforcement section 3-1. Then, support the formwork around the protruding part of the upper precast component 1 and the groove part of the lower precast component 2 and pour the post-cast concrete 6. Embed the upper precast reinforcement section 3-1, the closed stirrups 7 and the reinforcement connector 5 together therein. Cure the post-cast concrete 6 so that the upper precast component 1 and the lower precast component 2 form an integral whole.

[0053] Step S3 specifically includes the following:

[0054] S3-1: Install the bottom connecting sleeve 5-3 on the connecting rib reserved section 4-1, fit the support ring 5-4 into the annular groove of the connecting rib reserved section 4-1, and insert the bottom groove 5-1-4 into the connecting rib reserved section 4-1 until it is fixed in position.

[0055] S3-2: Screw the bottom connecting sleeve 5-3 upward into the bottom of the connector body 5-1 until the support ring 5-4 is tightly embedded in the connecting rib reserved section 4-1 and the bottom end of the connector body 5-1, thereby fixing the connector body 5-1 on the connecting rib reserved section 4-1;

[0056] S3-3: Install the top connecting sleeve 5-2 on the upper reinforcing bar reserved section 3-1, fit the support ring 5-4 into the annular groove of the upper reinforcing bar reserved section 3-1, hoist the upper prefabricated component 1 above the groove of the lower prefabricated component 2, so that the upper reinforcing bar reserved section 3-1 corresponds one-to-one with the connecting bar reserved section 4-1, and insert the upper reinforcing bar reserved section 3-1 into the top groove 5-1-3 to a fixed position;

[0057] S3-4: Screw the top connecting sleeve 5-2 downwards into the top of the connector body 5-1 until the support ring 5-4 is tightly embedded in the upper rib reserved section 3-1 and the top end of the connector body 5-1, thus completing the fastening connection between the longitudinal rib 3 and the connecting rib 4.

[0058] In summary, this invention avoids the problem that traditional prefabricated bridge piers cannot fully utilize their ductility under seismic loads due to strain concentration and severe deformation at the joints. By inserting the bottom part of the pier with embedded connectors into the lower prefabricated components, the joints and rigid sections of the prefabricated bridge pier can be moved downwards, making this type of prefabricated bridge pier closer to a cast-in-place structure. This solves the problem that prefabricated structures are prone to significant damage at the joints or bottom of the pier under seismic loads, and allows the structure to fully utilize its ductility and bearing capacity at the post-cast concrete.

Claims

1. A prefabricated assembled bridge pier suitable for high-intensity earthquake zones, comprising an upper prefabricated component (1) and a lower prefabricated component (2), characterized in that, The upper precast component (1) is provided with several longitudinal ribs (3), and the lower precast component (2) is provided with several connecting ribs (4). The bottom of the upper precast component (1) is provided with a protruding part (1-2), and the cross-sectional area of ​​the protruding part (1-2) is smaller than the original cross-sectional area of ​​the upper precast component (1); the longitudinal reinforcement (3) extends along the protruding direction as the upper reinforcement reserved section (3-1), and the upper reinforcement reserved section (3-1) is located in the area outside the protruding part; The lower precast component (2) has a groove at the top, with the bottom opening of the groove being larger than the top opening, and the cross-section being trapezoidal. The connecting bar (4) extends out of the top surface of the groove as a connecting bar reserved section (4-1), and the connecting bar reserved section (4-1) is connected one-to-one with the upper reinforcing bar reserved section (3-1). The protruding part of the upper precast component (1) is inserted into the groove of the lower precast component (2). The upper reinforcement reserved section (3-1) and the connecting reinforcement reserved section (4-1) are connected by reinforcement connector (5). Specifically, an unbonded section (8) is provided above the connection between the end of the upper reinforcement reserved section (3-1) and the reinforcement connector 5. Multi-layer closed stirrups (7) are provided around the upper reinforcement reserved section (3-1). Post-cast concrete (6) is provided around the upper protrusion (1-2) and the groove of the lower precast component (2), so that the upper precast component (1) and the lower precast component (2) form a whole. The rib connector (5) includes a connector body (5-1). The connector body (5-1) has an internal limiting protrusion (5-1-1) and an external limiting protrusion (5-1-2) inward and outward respectively in the middle. The connector body (5-1) has a top groove (5-1-3) and a bottom groove (5-1-4) at the top and bottom respectively. The upper rib reserved section (3-1) is inserted into the top groove (5-1-3) for anchoring, and the connecting rib reserved section (4-1) is inserted into the bottom groove (5-1-4) for anchoring. The top and bottom of the connector body (5-1) are connected to the top connecting sleeve (5-2) and the bottom connecting sleeve (5-3) respectively by threads. The top groove (5-1-3) and the upper rib reserved section (3-1) and the bottom groove (5-1-4) and the connecting rib reserved section (4-1) are in close contact through the support ring (5-4). The connector body (5-1) has several non-through axial slits (5-1-5) at the top and bottom. The inner surfaces of the top and bottom ends of the connector body (5-1) are both outwardly flared. The support ring (5-4) is a hollow inverted frustum shape. The outer surface of the support ring (5-4) is adapted to the inner surfaces of the top and bottom ends of the connector body (5-1). The surfaces of the upper reinforcing bar reserved section (3-1) and the connecting bar reserved section (4-1) are both provided with annular grooves (9). The inner surface of the support ring (5-4) is provided with a support ring protrusion (5-4-2) that matches the annular groove (9). The support ring protrusion (5-4-2) is embedded in the annular groove (9). The outer surface of the support ring (5-4) is provided with an axial groove (5-4-1). The depth of the axial groove (5-4-1) is less than the thickness of the support ring (5-4). The support ring (5-4) is provided with a break gap (5-4-3) opposite to the axial groove (5-4-1).

2. A prefabricated assembled bridge pier suitable for high-intensity earthquake zones according to claim 1, characterized in that, Both the top connecting sleeve (5-2) and the bottom connecting sleeve (5-3) include a large-diameter end and a small-diameter end. The large-diameter end is provided with an internal thread, which is connected to the external threads at the top and bottom of the connector body (5-1). The inner diameter of the small-diameter end is adapted to the outer diameter of the upper rib reserved section (3-1) and the connecting rib reserved section (4-1).

3. A prefabricated assembled bridge pier suitable for high-intensity earthquake zones according to claim 1, characterized in that, The longitudinal reinforcement (3) and its corresponding connecting reinforcement (4) account for more than 20% and are no less than 2, and are made of shape memory alloy material; the post-cast concrete (6) is made of ultra-high performance concrete or shape memory alloy fiber concrete.

4. The construction method for prefabricated assembled bridge piers suitable for high-intensity earthquake zones according to claim 1, characterized in that, Includes the following steps: S1: Tie the steel cage of the upper precast component (1) and install the formwork, pour concrete, and prepare the upper precast component (1). At this time, the longitudinal reinforcement (3) extends out of the upper reinforcement reserved section (3-1) along the protruding direction of the protruding part (1-2) of the upper precast component (1), and an unbonded section (8) is set on the upper reinforcement reserved section (3-1). S2: Tie the steel cage of the lower precast component (2) and install the template, pour concrete, and prepare the lower precast component (2). At this time, the connecting bar (4) extends out of the top surface of the groove part of the lower precast component, and corresponds one-to-one with the upper bar reserved section (3-1). S3: The prepared upper precast component (1) is hoisted above the groove of the lower precast component (2), and the upper precast section (3-1) and the precast section (4-1) of the connecting rib are connected by the rib connector (5), so that the longitudinal rib (3) and the connecting rib (4) are connected as a whole. At this time, the unbonded section (8) is located above the rib connector (5). S4: Tie multiple turns of the closed stirrups (7) around the upper precast reinforcement section (3-1), then support the formwork around the protruding part (1-2) of the upper precast component (1) and the groove part of the lower precast component (2) and pour the post-cast concrete (6), embed the upper precast reinforcement section (3-1), the closed stirrups (7) and the reinforcement connector (5) together in the post-cast concrete (6), and cure the post-cast concrete (6) so that the upper precast component (1) and the lower precast component (2) form an integral whole.

5. A construction method for prefabricated assembled bridge piers suitable for high-intensity earthquake zones according to claim 4, characterized in that, Step S3 specifically includes the following: S3-1: Install the bottom connecting sleeve (5-3) on the pre-reserved section (4-1) of the connecting rib, put the support ring (5-4) into the annular groove (9) of the pre-reserved section (4-1) of the connecting rib, and insert the bottom groove (5-1-4) into the pre-reserved section (4-1) of the connecting rib until it is fixed in position; S3-2: Screw the bottom connecting sleeve (5-3) upwards into the bottom of the connector body (5-1) until the support ring (5-4) is tightly embedded in the connecting rib reserved section (4-1) and the bottom end of the connector body (5-1), thereby fixing the connector body (5-1) on the connecting rib reserved section (4-1); S3-3: Install the top connecting sleeve (5-2) on the upper reinforcement reserved section (3-1), put the support ring (5-4) into the annular groove (9) of the upper reinforcement reserved section (3-1), hoist the upper prefabricated component (1) to the groove of the lower prefabricated component (2), so that the upper reinforcement reserved section (3-1) and the connecting reinforcement reserved section (4-1) correspond one-to-one, and insert the upper reinforcement reserved section (3-1) into the top groove (5-1-3) to the fixed position; S3-4: Screw the top connecting sleeve (5-2) downwards into the top of the connector body (5-1) until the support ring (5-4) is tightly embedded in the upper rib reserved section (3-1) and the top end of the connector body (5-1), thus completing the tight connection between the longitudinal rib (3) and the connecting rib (4).

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