An assembled sliding type energy-absorbing steel bar anti-seismic stopper

Abstract

The present invention discloses an assembled sliding type energy-absorbing steel bar anti-seismic stopper, comprising an assembled stopper body and an abutment; the assembled stopper body and the abutment are respectively reserved with assembled stopper body connection channels and abutment connection channels; a plurality of energy-absorbing steel bars are passed through the assembled stopper body connection channel; a plurality of ordinary steel bars are passed through the abutment connection channel; one end of the ordinary steel bar extends into the interior of the abutment; the energy-absorbing steel bar is connected to the ordinary steel bar by bolts; there is cast-in-place concrete at the connection between the energy-absorbing steel bar and the ordinary steel bar between the assembled stopper body and the abutment; a dry construction joint isolation layer is provided in the joint between the cast-in-place concrete and the assembled stopper body. The present invention is convenient to assemble and construct, and the block has a clear force transmission mechanism, sufficient ductility reserve, and outstanding energy-absorbing capacity under earthquakes, thereby improving the limiting function, and will not aggravate the damage to the abutment / cap beam and pier column, and can also realize the functions of multi-level defense and multi-level energy-absorbing; it is easy to repair and replace after the earthquake.

Description

Technical Field

[0001] The present invention belongs to the technical field of bridge engineering, and particularly relates to a prefabricated sliding type energy-dissipating steel bar seismic block. Background Art

[0002] In many earthquakes around the world, the seismic damage of transverse seismic blocks is very common. During earthquakes, the damage ratio of simple-supported beam bridges with damaged blocks is as high as 16.8%. The damage ratio of the related bearings also reaches 16.6%. The damage rates of the former two are close to the displacement ratio of the main beam, which is 19.5%, while the damage ratio of bridge piers is only 2.3%. The main reason for the damage of the blocks is that the displacement of the main beam in the transverse direction of the bridge is too large. Moreover, most of the existing blocks of bridges are cast-in-place integral reinforced concrete structures, and the current Chinese codes lack corresponding design methods, resulting in the design of blocks in actual bridge engineering tending to be empirical. Only structural reinforcement is carried out, making the force transmission mechanism and failure mechanism of the blocks under seismic action unclear. As a result, the damage of seismic blocks is relatively extensive and serious.

[0003] As the main component for lateral restraint of bridges, the control of the transverse displacement of the main beam by the blocks during earthquakes is particularly important. Due to the unclear design method of the blocks, if the restraint degree of the blocks is too weak, it is impossible to avoid excessive lateral displacement of the main beam, and extremely dangerous beam-drop seismic damage may occur. If the restraint degree is too strong, it will not only significantly amplify the internal forces of the pier columns, causing more serious damage, but also may lead to serious damage to the abutment / cap beam. At the same time, the traditional cast-in-place integral reinforced concrete seismic blocks are not easy to replace after an earthquake. The steel bars re-implanted into the cap beam after an earthquake will not only damage the structure of the cap beam itself, but also it is very difficult to achieve a reliable connection between the new blocks.

[0004] At present, to achieve a new breakthrough in bridge rapid construction technology, the prefabrication of bridge structural measures also needs to be improved urgently, such as seismic blocks. The main difficulty of prefabricated structures lies in the reliability of connections. The force transmission mechanism of steel structures is clear and the connection measures are firm, which is the first choice for prefabricated structural systems.

[0005] Although the current prefabricated blocks have the advantage of fast construction in the early stage, especially the proposed sliding type blocks. By connecting the blocks and the cap beam with steel bars and setting a slidable weak surface between the two, the blocks are smoothly damaged. The strength and ductility of the connecting steel bars of the aforementioned prefabricated sliding blocks are too small, and the energy dissipation capacity is obviously insufficient. Moreover, there are still problems with the repair of the blocks after an earthquake. After the blocks slide, they will inevitably damage the steel bars in the cap beam that connect them to the blocks, that is, the aforementioned connecting steel bars need to be replaced after an earthquake, which requires damaging the structure of the cap beam itself, and it is difficult to ensure the reliability and effectiveness of the connection after replacement. Summary of the Invention

[0006] The object of the present invention is to provide a prefabricated sliding energy-dissipating steel bar seismic block for the above-mentioned deficiencies in the prior art, so as to solve the problems that the strength and ductility of the connecting steel bars of the existing prefabricated sliding blocks are too small, the energy-dissipating capacity is insufficient, and it is difficult to ensure the reliability and effectiveness after the block is repaired after an earthquake.

[0007] To achieve the above object, the technical solution adopted by the present invention is:

[0008] A prefabricated sliding energy-dissipating steel bar seismic block, which includes a prefabricated block body and a bridge abutment; prefabricated block body connection holes and bridge abutment connection holes are respectively reserved on the prefabricated block body and the bridge abutment; multiple energy-dissipating steel bars are inserted into the prefabricated block body connection holes; one end of the energy-dissipating steel bar extends into the interior of the prefabricated block body, and the other end of the energy-dissipating steel bar extends to the outside of the prefabricated block body; multiple ordinary steel bars are inserted into the bridge abutment connection holes; one end of the ordinary steel bar extends into the interior of the bridge abutment; the other end of the ordinary steel bar extends to the outside of the bridge abutment and is fixedly connected to one end of the energy-dissipating steel bar extending to the outside of the prefabricated block body; cast-in-place concrete is provided at the connection between the energy-dissipating steel bar and the ordinary steel bar located between the prefabricated block body and the bridge abutment; a dry construction joint isolation layer is provided in the joint between the cast-in-place concrete and the prefabricated block body.

[0009] Furthermore, the cross-sectional dimensions of multiple energy-dissipating steel bars in the same column in the longitudinal direction of the bridge are the same, and at least one of the cross-sectional dimensions of multiple energy-dissipating steel bars in different columns is different from the cross-sectional dimensions of other energy-dissipating steel bars.

[0010] Furthermore, the prefabricated block body connection holes are opened at the bottom of the prefabricated block body, the bridge abutment connection holes are opened at the upper part of the bridge abutment, and the number and arrangement mode of the prefabricated block body connection holes and the bridge abutment connection holes are the same.

[0011] Furthermore, the cross-sections of the energy-dissipating steel bar and the ordinary steel bar are both circular; the cross-sectional dimension of the energy-dissipating steel bar is smaller than the cross-sectional dimension of the ordinary steel bar at the corresponding position.

[0012] Furthermore, the outer ends of the energy-dissipating steel bar and the ordinary steel bar are connected by bolts; the bolt holes at one end of the energy-dissipating steel bar at the corresponding position are aligned with the bolt holes at one end of the ordinary steel bar.

[0013] Furthermore, the energy-dissipating steel bar includes an ordinary section and an energy-dissipating section. Multiple bolt holes are preset on the ordinary section; the energy-dissipating section includes yield bending and torsion sections at both ends and a shear-resistant section in the middle; turnover body transition sections with gradually changing cross-sections are provided between the yield bending and torsion sections and the shear-resistant section; the diameter of the shear-resistant section is smaller than the diameter of the ordinary section, and the diameter of the yield bending and torsion section is smaller than the diameter of the shear-resistant section.

[0014] Furthermore, the shear-resistant section of the energy-dissipating steel bar is located within the dry construction joint isolation layer, and the two yield bending and torsion sections of the energy-dissipating steel bar are respectively located within the precast block and the cast-in-place concrete.

[0015] Furthermore, polystyrene foam isolation blocks are provided on the outer periphery of the energy-dissipating section of the energy-dissipating steel bar.

[0016] Furthermore, the dry construction joint isolation layer is an anti-bonding and slidable thin layer.

[0017] The precast slip-type energy-dissipating steel bar seismic block provided by the present invention has the following beneficial effects:

[0018] The precast slip-type energy-dissipating steel bar seismic block of the present invention can not only meet the requirement of being convenient to replace after an earthquake, but also has large ductility to adapt to the large transverse displacement of the main beam under an earthquake, thereby realizing the function of significantly dissipating seismic energy.

[0019] The precast slip-type energy-dissipating steel bar seismic block of the present invention is bolt-connected between the energy-dissipating steel bar passing through the reserved hole in the precast block and the ordinary steel bar passing through the reserved hole in the abutment / cap beam, and concrete is cast on site. Both of the above precast components have simple structures, and only small-sized steel bars are added to the abutment / cap beam, which has little influence on its own reinforcement and other structures. The connection method is simple and easy to operate.

[0020] The precast slip-type energy-dissipating steel bar seismic block of the present invention can not only achieve the functions of synchronous yielding and synchronous energy dissipation, but also realize the ability of multi-level seismic fortification and multi-level energy dissipation; the number and layout of the energy-dissipating steel bars can be determined according to the collision force of the seismic block corresponding to different seismic intensity areas and different bridge types.

[0021] The cross-sectional dimension of the energy-dissipating steel bar of the present invention is smaller than that of the ordinary steel bar at the corresponding position, and the energy-dissipating steel bar includes an ordinary section and an energy-dissipating section. Moreover, the energy-dissipating section is divided into a shear-resistant section and a yield bending and torsion section. That is, the strengths of the foregoing parts are significantly different. First, it is to prevent the ordinary steel bar in the abutment / cap beam from being damaged, so that it can continue to be used after an earthquake, thus preventing the need to re-embed the ordinary steel bar after the abutment / cap beam is damaged. Second, the strength of the yield bending and torsion section of the energy-dissipating steel bar is the weakest, which is the weak point of the entire energy-dissipating steel bar. It can yield and dissipate energy first, causing the yield of the energy-dissipating steel bar to be concentrated in a small range, and preventing serious damage to the connecting bolts. Finally, the strength of the shear-resistant section of the energy-dissipating steel bar is higher than that of the yield bending and torsion section, preventing it from undergoing shear failure. And a transition section with a gradually changing cross-section is provided between each section of the energy-dissipating steel bar to prevent stress concentration and make the damage path uncontrollable. In this way, the mechanical properties of the energy-dissipating steel bar are greatly improved, the energy-dissipating effect of the energy-dissipating steel bar is optimized, and its ductility performance is greatly improved. The energy-dissipating steel bar mainly dissipates hysteretic energy through the local bending and torsion of the yield bending and torsion section, and also causes more obvious sliding of the stop block. Therefore, its energy-dissipating ability is outstanding, the degree of deformation is significant, and the seismic performance of the stop block can be improved, and the damage to the main structure can be reduced.

[0022] The dry construction joint isolation layer provided by the present invention is used to make the precast stop block body slide horizontally on the foregoing isolation layer under the action of an earthquake, so that the precast stop block body has sufficient ductility reserve, preventing large plastic deformation and concrete crushing of the traditional cast-in-place integral stop block, which may cause serious damage to the stop block itself and the abutment / cap beam, meeting the large lateral displacement of the main beam, preventing the occurrence of beam-drop earthquake damage, and at the same time not amplifying the internal force of the pier column.

[0023] Polystyrene foam isolation blocks are provided on the outer periphery of the energy-dissipating section of the energy-dissipating steel bar of the present invention. First, it can protect the shear-resistant section from rusting in the outside world. Second, it is used to control the local bending and torsion range of the yield bending and torsion section, enabling it to be unrestricted by the surrounding concrete and easily undergo unrestricted local bending and torsion deformation, and having a large deformation capacity to dissipate energy through its plastic deformation.

[0024] Compared with the traditional integral concrete blocks, the prefabricated sliding energy-absorbing steel bar seismic block of the present invention meets the requirements of rapid bridge construction and assembly construction in the early stage, and has a simple structural structure. All parts of the present invention can be produced in the factory, and the prefabricated components are pre-set with holes in the factory, assembled on site and then poured with concrete; the industrial production efficiency is high, which can ensure the superior mechanical properties of the energy-absorbing steel bars and improve production efficiency at the same time; the prefabricated block body and the abutment / cap beam are only connected by bolts, and the connection method is simple and easy to construct, and can ensure the stability of the component force, and the energy-absorbing steel bars are replaceable and have good repairability; the epicenter failure mode is single, the force transmission mechanism is clear, the plastic deformation is strong, the dissipated energy is significant, and the ductility capacity is sufficient, which can not only limit the lateral displacement of the main beam from being too large, but also will not aggravate the damage to the abutment / cap beam and piers; in small earthquakes Under the condition of earthquake, the seismic energy is dissipated by the local bending and torsion of the yielding bending and torsion section. Under a large earthquake, a large plastic deformation is generated. At the same time, the residual displacement of the assembled block body is large, but it can be easily replaced after large deformation damage. The damage is concentrated on the energy-absorbing steel rod and can usually be limited to the energy-absorbing section. Post-earthquake repair is simple and fast, and the post-earthquake structural function can be quickly restored. It only needs to replace the assembled block body, and then reconnect the ordinary steel rods of the abutment / cap beam with bolts, and finally re-pour concrete, that is, the replacement is completed without damaging the structure of the abutment / cap beam itself. It solves the technical problem that the existing assembled block is difficult to replace after the earthquake, and the construction is simple and the disassembly and assembly are convenient. Brief Description of the Figures

[0025] Figure 1 This is a front view of the assembled sliding type energy-absorbing steel bar anti-vibration stopper of the present invention.

[0026] Figure 2 It is a side view of the assembled sliding type energy-absorbing steel bar anti-vibration stopper of the present invention.

[0027] Figure 3 It is a schematic diagram of the structure of the energy-absorbing steel rod of the present invention.

[0028] Among them, 1. Assembled block body; 2. Abutment; 3. Assembled block body connection channel; 4. Abutment connection channel; 5. Energy-absorbing steel rod; 5.1. Ordinary section; 5.1.1. Bolt hole; 5.2. Energy-absorbing section; 5.2.1. Yield bending and torsion section; 5.2.2. Shear section; 5.2.3. Transition section; 6. Ordinary steel rod; 7. Bolt; 8. Cast-in-place concrete; 9. Dry construction joint isolation layer; 10. Polystyrene foam isolation block. Specific implementation method

[0029] The specific embodiments of the present invention will be described below to facilitate those skilled in the art to understand the present invention. However, it should be clear that the present invention is not limited to the scope of the specific embodiments. For those of ordinary skill in the art, as long as various changes are within the spirit and scope of the present invention defined and determined by the appended claims, these changes are obvious, and all inventions created using the concept of the present invention are within the scope of protection.

[0030] Embodiment 1

[0031] Reference Figure 1 and Figure 2 In this embodiment, an assembled sliding type energy dissipation steel bar seismic block is provided. In this embodiment, while ensuring that the assembled sliding type energy dissipation steel bar seismic block meets the basic cross-bridge direction limiting requirements of the traditional cast-in-place integral reinforced concrete block under earthquakes, not only is the limiting ability greatly improved, but also the prefabricated construction in the early stage is convenient; compared with the existing assembled sliding type block, it is convenient to replace after an earthquake, does not damage the structure of the abutment 2 itself, has reliable connection, and the use of the energy dissipation steel bar 5 makes the assembled sliding type energy dissipation steel bar seismic block have greater ductility and enhanced energy dissipation ability. It specifically includes the following components:

[0032] An assembled block body 1, an abutment 2, an assembled block body connection hole 3, an abutment connection hole 4, an energy dissipation steel bar 5, a common steel bar 6, a bolt 7, cast-in-place concrete 8, a dry construction joint isolation layer 9, and a polystyrene foam isolation block 10;

[0033] In this embodiment, the capping beam can replace the abutment 2 in the above-mentioned component structure, and other structures and connection relationships remain unchanged; that is, the structure of this embodiment can be applied to both the abutment 2 and the capping beam. Therefore, only the abutment 2 will be taken as an example for detailed description below.

[0034] Specifically, in this embodiment, an assembled block body connection hole 3 and an abutment connection hole 4 are respectively reserved on the assembled block body 1 and the abutment 2. Multiple energy dissipation steel bars 5 are inserted into the assembled block body connection hole 3. One end of the energy dissipation steel bar 5 extends into the interior of the assembled block body 1, and the other end of the energy dissipation steel bar 5 extends outside the assembled block body 1.

[0035] Multiple common steel bars 6 are inserted into the abutment connection hole 4. One end of the common steel bar 6 extends into the interior of the abutment 2; the other end of the common steel bar 6 extends outside the abutment 2 and is fixedly connected to one end of the energy dissipation steel bar 5 that extends outside the assembled block body 1.

[0036] There is cast-in-place concrete 8 at the connection between the energy dissipation steel bar 5 and the common steel bar 6 located between the assembled block body 1 and the abutment 2, and a dry construction joint isolation layer 9 is provided in the joint between the cast-in-place concrete 8 and the assembled block body 1.

[0037] The quantity and arrangement of the energy-dissipating steel bars 5 in this embodiment are mainly determined according to the collision forces of the seismic blocks corresponding to different seismic intensity zones and different bridge types.

[0038] The connecting holes 3 of the assembled block body are opened at the bottom of the assembled block body 1, and the connecting holes 4 of the abutment are opened at the upper part of the abutment 2, and their quantities and arrangement methods are the same.

[0039] As a preference of this embodiment, the quantity of the energy-dissipating steel bars 5 is the same as that of the connecting holes 3 of the assembled block body. Preferably, there are four energy-dissipating steel bars 5 in this embodiment, and they are arranged in two columns × two rows in parallel, and are respectively inserted into the connecting holes 3 of the assembled block body. One end of the energy-dissipating steel bar 5 extends into the interior of the assembled block body 1, and the outer end of the energy-dissipating steel bar 5 extends out of the assembled block body 1.

[0040] The cross-sectional dimensions and steel grades of multiple energy-dissipating steel bars 5 in the same column in the longitudinal direction of the bridge are the same, so as to ensure that the deformations of the energy-dissipating steel bars 5 in the same column are the same under the action of an earthquake, that is, to achieve the functions of synchronous yielding and synchronous energy dissipation, and to avoid the situation of lateral displacement of the block.

[0041] The cross-sectional dimensions and steel grades of the energy-dissipating steel bars 5 in different columns are either different or both different, so as to ensure that the deformations of the energy-dissipating steel bars 5 in different columns are different, that is, the moments of reaching the yield state and the degrees of plastic deformation are different, so that the block can achieve the functions of multi-level fortification and multi-level energy dissipation.

[0042] The cross-sections of the energy-dissipating steel bars 5 and the ordinary steel bars 6 are both circular; the cross-sectional dimension of the energy-dissipating steel bar 5 is smaller than that of the ordinary steel bar 6 at the corresponding position. In this way, the bearing capacity of the energy-dissipating steel bar 5 is less than that of the ordinary steel bar 6, so as to ensure that the energy-dissipating steel bar 5 in the assembled block body 1 is damaged first under the action of an earthquake.

[0043] The outer end of the energy-dissipating steel bar 5 is connected to the outer end of the ordinary steel bar 6 by bolts 7. The sizes of the connecting holes 3 of the assembled block body and the connecting holes 4 of the abutment need to adapt to the corresponding energy-dissipating steel bars 5 and ordinary steel bars 6 respectively. The energy-dissipating steel bar 5 and the ordinary steel bar 6 are both provided with bolt holes 5.1.1 at one end. The relative positions of the connecting holes 3 of the assembled block body and the corresponding connecting holes 4 of the abutment need to align the bolt holes 5.1.1 at one end of the energy-dissipating steel bar 5 with the bolt holes 5.1.1 at one end of the ordinary steel bar 6.

[0044] The cast-in-place concrete 8 in this embodiment is poured between the bottom of the assembled block body 1 and the upper part of the abutment 2, that is, poured at the connecting bolts 7 of the outer end of the energy-dissipating steel bar 5 in the assembled block body 1 and the outer end of the ordinary steel bar 6 in the abutment 2.

[0045] The dry construction joint isolation layer 9 is in the joint between the upper part of the cast-in-place concrete 8 and the bottom of the precast block body 1. The dry construction joint isolation layer 9 is a smooth and slidable thin layer for anti-bonding, which needs to be smoothed and release agent is applied. Its purpose is to separate the structure of the precast block body 1 from the cast-in-place concrete 8, avoid their tight combination, so that the precast block body 1 is easy to slide horizontally on the dry construction joint isolation layer 9 under the action of earthquake.

[0046] Embodiment 2

[0047] Reference Figures 1 to 3 , this embodiment gives a specific implementation manner of the energy dissipation steel bar 5. An energy dissipation section 5.2 is arranged on the energy dissipation steel bar 5, and its bending and torsion characteristics are used to greatly dissipate earthquake energy. The specific content includes the following:

[0048] The energy dissipation steel bar 5 of this embodiment includes a common section 5.1 and an energy dissipation section 5.2. A plurality of bolt holes 5.1.1 are preset on the common section 5.1; the energy dissipation section 5.2 includes yield bending and torsion sections 5.2.1 at both ends and a shear resistance section 5.2.2 in the middle; a turnover body transition section 5.2.3 with a gradually changing cross-section is arranged between the yield bending and torsion section 5.2.1 and the shear resistance section 5.2.2; the diameter of the shear resistance section 5.2.2 of the energy dissipation steel bar 5 is smaller than the diameter of the common section 5.1, and the diameter of the yield bending and torsion section 5.2.1 is smaller than the diameter of the shear resistance section 5.2.2.

[0049] Among them, the shear resistance section 5.2.2 of the energy dissipation steel bar 5 is located in the dry construction joint isolation layer 9, and the two yield bending and torsion sections 5.2.1 of the energy dissipation steel bar 5 are respectively located in the precast block body 1 and the cast-in-place concrete 8.

[0050] The diameter of the yield bending and torsion section 5.2.1 of the energy dissipation steel bar 5 in this embodiment is the smallest relatively, that is, the strength is weakened, it can deform preferentially, and has a large deformation capacity. Under the action of earthquake, the yield bending and torsion section 5.2.1 of the energy dissipation steel bar 5 can yield and dissipate energy first, making the yield of the energy dissipation steel bar 5 concentrated in a small range; due to the existence of the dry construction joint isolation layer 9, the seismic block is easy to slide horizontally, so the shear resistance section 5.2.2 of the energy dissipation steel bar 5 is easy to undergo shear failure, and in addition, the bearing capacity of the yield bending and torsion section 5.2.1 of the energy dissipation steel bar 5 is smaller, resulting in the energy dissipation steel bar 5 being more likely to undergo local bending and torsion at the yield bending and torsion section 5.2.1, which will further cause the seismic block to have a more obvious slip, so its ductility is greatly improved; the energy dissipation steel bar 5 mainly relies on the hysteretic energy dissipation of the yield bending and torsion section 5.2.1, so it has strong energy dissipation ability and large deformation degree, and can improve the seismic performance of the block and reduce the damage of the main structure.

[0051] Polystyrene foam isolation blocks 10 are provided on the outer periphery of the energy-dissipating section 5.2 of the energy-dissipating steel bar 5. It can not only protect the shear-resistant section 5.2.2 from rusting in the outside world, but also enable the yield bending and torsion section 5.2.1 to be unrestrained by the surrounding concrete, and thus be prone to unrestricted local bending and torsion deformation.

[0052] Embodiment 3

[0053] Reference Figures 1 to 3 , based on the structures protected by Embodiment 1 and Embodiment 2, this embodiment gives the construction principle of an assembled sliding type energy-dissipating steel bar seismic block for this solution:

[0054] Factory prefabrication stage:

[0055] 1) Prefabricate and produce the assembled block body 1 and the abutment 2 in the factory, and respectively preset the assembled block body connection hole channels 3 and the abutment connection hole channels 4;

[0056] 2) Prefabricate and mass-produce the energy-dissipating steel bar 5 and the ordinary steel bar 6 in the factory in a customized manner.

[0057] Component transportation stage:

[0058] 1) During the transportation of the components, seal the assembled block body connection hole channels 3 and the abutment connection hole channels 4 to prevent sundries from falling into the preset connection hole channels of the two during transportation, thus affecting the subsequent assembly.

[0059] On-site assembly stage:

[0060] 1) After transporting the prefabricated components to the construction site, bury the energy-dissipating steel bar 5 and the ordinary steel bar 6 step by step into the assembled block body connection hole channels 3 and the abutment connection hole channels 4, where one yield bending and torsion section 5.2.1 of the energy-dissipating steel bar 5 is located at the bottom of the assembled block body connection hole channel 3.

[0061] 2) Fill the assembled block body connection hole channels 3 and the abutment connection hole channels 4. Among them, at the bottom of the assembled block body connection hole channel 3, that is, on the outer periphery of one yield bending and torsion section 5.2.1 of the energy-dissipating steel bar 5 and its upper transition section 5.2.3, set the polystyrene foam isolation blocks 10.

[0062] 3) Lift the assembled block body 1 onto the abutment 2, and connect the energy-dissipating steel bar 5 in the assembled block body 1 and the ordinary steel bar 6 in the abutment 2 through the bolt 7.

[0063] 4) After firm connection, on the remaining energy-dissipating section 5.2 of the energy-dissipating steel bar 5, that is, on the outer periphery of the remaining yield bending and torsion sections 5.2.1, the shear-resistant section 5.2.2 and the transition section 5.2.3, set the polystyrene foam isolation blocks 10, and then pour the cast-in-place concrete 8 on-site between the assembled block body 1 and the abutment 2 / cap beam.

[0064] 5) A dry construction joint isolation layer 9 is provided between the cast-in-place concrete 8 and the prefabricated retaining block body 1, and the construction is completed.

[0065] Although the specific embodiments of the invention have been described in detail with reference to the accompanying drawings, it should not be construed as a limitation on the scope of protection of this patent. Within the scope described in the claims, various modifications and variations that can be made by those skilled in the art without creative efforts still fall within the scope of protection of this patent.

Claims

1. An assembled sliding type energy dissipation steel bar anti-seismic stopper, characterized in that: It comprises an assembled block body and an abutment; the assembled block body and the abutment are respectively provided with assembled block body connecting holes and abutment connecting holes; a plurality of energy-absorbing steel bars are passed through the assembled block body connecting holes; one end of the energy-absorbing steel bar extends into the interior of the assembled block body, and the other end of the energy-absorbing steel bar extends to the outside of the assembled block body; a plurality of ordinary steel bars are passed through the abutment connecting holes; one end of the ordinary steel bar extends into the interior of the abutment; the other end of the ordinary steel bar extends to the outside of the abutment and is fixedly connected to one end of the energy-absorbing steel bar extending to the outside of the assembled block body; cast-in-place concrete is provided at the connection between the energy-absorbing steel bar and the ordinary steel bar between the assembled block body and the abutment; a dry construction joint isolation layer is provided in the joint between the cast-in-place concrete and the assembled block body; The energy-absorbing steel rod includes a common section and an energy-absorbing section, and the common section is preset with a plurality of bolt holes; the energy-absorbing section includes yield bending and torsion sections at both ends and a shear section in the middle; a transition section of a rotating body with a gradually changing cross section is provided between the yield bending and torsion section and the shear section; the diameter of the shear section is smaller than the diameter of the common section, and the diameter of the yield bending and torsion section is smaller than the diameter of the shear section; The shear section of the energy-absorbing steel rod is located in the dry construction joint isolation layer, and the two yield bending and torsion sections of the energy-absorbing steel rod are respectively located in the assembled block body and in the cast-in-place concrete.

2. The assembled sliding type energy dissipation steel bar anti-seismic stopper according to claim 1 is characterized in that: The cross-sectional dimensions of the multiple energy-absorbing steel bars in the same row along the bridge direction are the same, and the cross-sectional dimensions of at least one energy-absorbing steel bar in the multiple energy-absorbing steel bars in different rows are different from those of the other energy-absorbing steel bars.

3. The assembled sliding type energy dissipation steel bar anti-seismic stopper according to claim 1 is characterized in that: The assembled block body connection channel is opened at the bottom of the assembled block body, and the abutment connection channel is opened at the upper part of the abutment, and the number and arrangement of the assembled block body connection channel and the abutment connection channel are the same.

4. The assembled sliding type energy dissipation steel bar anti-seismic stopper according to claim 1 is characterized in that: The cross-sections of the energy-absorbing steel rod and the common steel rod are both circular; the cross-section size of the energy-absorbing steel rod is smaller than the cross-section size of the common steel rod at the corresponding position.

5. The assembled sliding type energy dissipation steel bar anti-seismic stopper according to claim 1 is characterized in that: The outer end of the energy-absorbing steel rod is connected to the outer end of the common steel rod by bolts; the bolt holes at one end of the energy-absorbing steel rod at corresponding positions are aligned with the bolt holes at one end of the common steel rod.

6. The assembled sliding type energy dissipation steel bar anti-seismic stopper according to claim 1 is characterized in that: The outer periphery of the energy-absorbing section of the energy-absorbing steel rod is provided with polystyrene foam isolation blocks.

7. The assembled sliding type energy dissipation steel bar anti-seismic stopper according to claim 1 is characterized in that: The dry construction joint isolation layer is an anti-adhesion sliding thin layer.

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