An ultra-high anti-seismic pier and an ultra-high anti-seismic bridge

Abstract

The present application relates to the technical field of railway bridges, and particularly relates to an ultrahigh anti-seismic pier and an ultrahigh anti-seismic bridge. The ultrahigh anti-seismic pier comprises a first pier column and a second pier column arranged oppositely, a plurality of cross beams are arranged at intervals between the first pier column and the second pier column, a buckling-restrained cross beam is further arranged between the upper part of the first pier column and the upper part of the second pier column, the buckling-restrained cross beam is located above all the cross beams, and the buckling-restrained cross beam is used for buffering the relative displacement between the upper part of the first pier column and the upper part of the second pier column. The relative displacement between the upper part of the first pier column and the upper part of the second pier column under the action of an earthquake is buffered through the buckling-restrained cross beam, the structural safety of the pier column is effectively ensured, the upper part of the pier column is prevented from being pulled apart due to the relative displacement under the action of an earthquake, the damage of the cross beam at the top of the pier column under the action of an earthquake is effectively avoided, the integrity of the pier structure under the action of an earthquake is ensured, and active protection of the pier structure under the action of an earthquake is achieved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of railway bridges, and particularly relates to an ultrahigh anti-seismic pier and an ultrahigh anti-seismic bridge. BACKGROUND

[0002] In recent years, the high-speed railway network in China has gradually expanded from the central and eastern plain and hilly areas to the western mountainous areas. At present, about 0.8 million kilometers of complex and dangerous high-speed railways have been built in the mountainous areas of China, and about 0.7 million kilometers are currently under construction and short-term planning. However, the high-speed railway has a large curve radius and high smoothness requirements for ballastless tracks, which cannot be climbed by using the traditional line expansion (line expansion through small-radius curves to reduce the line elevation, and small-span bridges to cross valleys) to avoid unfavorable geology. Therefore, bridges need to have greater capacity to cross deep valleys.

[0003] To meet the smoothness and stiffness requirements of railway operation, the existing railway bridges are mostly built with ultrahigh piers (i.e., the height of the pier is more than 100 meters) when erected in mountainous areas to ensure the straightness of the railway line and meet the traffic requirements of railway operation. Currently, ultrahigh piers commonly use a horizontal multi-stage sloping broom single-column pier or a lower forked H-shaped (or A-shaped) pier, wherein the H-shaped or A-shaped pier is a structure formed by connecting two pier columns through a cross beam.

[0004] However, when the railway bridge is located in a mountainous area with high seismic intensity, the traditional broom single-column pier has a large pier volume, and the pier anti-seismic problem is prominent. In particular, the number of foundation projects increases significantly to resist the earthquake force, and the pier is not easy to repair after an earthquake. When a traditional H-shaped or A-shaped ultrahigh pier is used, the height of the ultrahigh pier is high, the volume of the upper combined section of the ultrahigh pier is significantly increased, which results in a high center of gravity of the pier. Therefore, the pier cannot adapt well to the seismic environment, and under the action of an earthquake, the pier column-top cross beam connection at the upper part of the pier is under great stress. When the upper part of the pier column deviates, the upper part of the pier column is easily cracked or the top cross beam between the upper part of the pier column is damaged, which seriously affects the safety of the bridge in use.

[0005] Therefore, when the high-speed railway passes through a mountainous area with high seismic intensity, an ultrahigh pier structure with excellent anti-seismic performance, economical cost, and easy repair is urgently needed to improve the crossing capacity of the railway rigid frame bridge in the mountainous area with high seismic intensity and to further promote the expansion of the high-speed railway in the dangerous mountainous area. SUMMARY

[0006] The application aims at solving the problem of the traditional herringbone or A-shaped super-high bridge pier applied in mountainous high-intensity seismic areas, the stress at the connection between the pier column and the top beam of the upper part of the bridge pier is large, which easily leads to the upper part of the pier column being pulled apart or the top beam between the upper part of the pier column being damaged, and seriously affects the safety of the bridge pier.

[0007] In order to achieve the above-mentioned application purposes, the application provides the following technical solutions.

[0008] The super-high anti-seismic bridge pier comprises a first pier column and a second pier column arranged oppositely, a plurality of horizontal beams vertically and spaced apart between the first pier column and the second pier column, and a buckling-restrained beam arranged between the upper part of the first pier column and the upper part of the second pier column, wherein the buckling-restrained beam is located above all the horizontal beams and is used to buffer the relative displacement between the upper part of the first pier column and the upper part of the second pier column.

[0009] The super-high anti-seismic bridge pier comprises a first pier column and a second pier column arranged oppositely, a plurality of horizontal beams vertically and spaced apart between the first pier column and the second pier column, and a buckling-restrained beam arranged between the upper part of the first pier column and the upper part of the second pier column, wherein the buckling-restrained beam is located above all the horizontal beams and is used to buffer the relative displacement between the upper part of the first pier column and the upper part of the second pier column.

[0010] Preferably, the buckling-restrained beam comprises a boss part connected with the first pier, a groove part connected with the second pier, the boss part and the groove part are in concave-convex cooperation, the boss part and the groove part can be relatively displaced to buffer the relative displacement between the first pier and the second pier, and a connecting piece is used to movably connect the boss part and the groove part. The relative displacement between the boss part and the groove part buffers the relative displacement between the first pier and the second pier, thereby releasing and dissipating the pulling and pressing force of the top beam caused by the earthquake force, actively protecting the pier body from being pulled apart by the top beam when the pier relatively displaces under the action of the earthquake, or damaging the top beam when the pier relatively displaces under the action of the earthquake, actively protecting the pier structure under the action of the earthquake, and ensuring the integrity of the pier structure under the action of the earthquake.

[0011] Preferably, the connecting piece connects the boss part and the groove part through a shear bolt, and the shear bolt is configured to be completely sheared when the earthquake intensity exceeds the design value of the shear bolt. When the bridge is in a normal use state, the connecting piece connects the boss part and the groove part through the shear bolt, so that the boss part and the groove part of the buckling-restrained beam are integrated, the buckling-restrained beam forms a rigid member, the force transmission and shear resistance of the buckling-restrained beam structure are realized, and further, since the shear bolt is configured to be completely sheared when the earthquake intensity exceeds the design value of the shear bolt, after the earthquake exceeds the design value of the shear bolt and the shear bolt is completely sheared, the connecting piece does not fix the boss part and the groove part of the buckling-restrained beam, so that the boss part and the groove part can buffer the relative displacement between the upper parts of the piers through relative displacement, realize deformation and energy dissipation, further, after the earthquake ends, the boss part and the groove part are connected together again by reinstalling the shear bolt, so that the buckling-restrained beam restores to a rigid member, and further, the buckling-restrained beam structure can transmit force and resist shear, meeting the use in a normal state. The super-high anti-seismic pier of the application has the advantages that the buckling-restrained beam is provided with the connecting piece and the shear bolt, so that the buckling-restrained beam not only has the force transmission and shear resistance effect in a normal use state, but also can play a deformation and energy dissipation effect under the action of the earthquake, effectively adapts to the environment of a mountainous high-intensity seismic area, can realize buffering in a normal state and under the action of the earthquake, thereby effectively protecting the pier structure and maintaining the safety of the bridge in use.

[0012] Preferably, the convex portion comprises a convex and a support arranged outside the convex, the support is connected to the side of the convex away from the groove portion, the groove portion comprises a groove, the convex and the groove are in concave-convex cooperation, the first buffer gap is between the top surface of the convex and the bottom surface of the groove, the second buffer gap is between the top surface of the support and the top surface of the groove portion, the groove has a groove side surface, the convex has a convex side surface, the groove side surface is an inclined surface which gradually inclines inward from the bottom surface to the top surface of the groove, the convex side surface is a flat surface, the side gap is between the groove side surface and the convex side surface, and the side gap is filled with damping rubber. When the relative displacement occurs between the piers under the action of an earthquake, the relative displacement between the convex portion and the groove portion of the buckling-restrained beam begins, when the relative displacement is inward, the first buffer gap and the second buffer gap are compressed to realize deformation and energy dissipation, at the same time, since the side gap between the convex and the groove is filled with damping rubber, when the convex and the groove are relatively displaced, the convex and the damping rubber rub against each other, the relative displacement of the convex and the groove is buffered through the frictional energy dissipation of the filled damping rubber, so that the buckling-restrained beam has better buffering effect, at the maximum displacement, the top surface of the convex and the bottom surface of the groove abut against each other to realize limiting, when the relative displacement is outward, since the groove side surface is an inclined surface which gradually inclines inward from the bottom surface to the top surface of the groove, and the convex side surface is a flat surface, when the convex and the groove move relatively outward, the space between the convex side surface and the groove side surface gradually becomes smaller, that is, the side gap gradually becomes smaller when the convex and the groove move relatively outward, so that the damping rubber filled in the side gap is gradually deformed under pressure, the damping rubber generates frictional force and counterforce due to the deformation under pressure of the damping rubber, to effectively buffer the relative displacement of the convex and the groove, so that the buckling-restrained beam has better buffering effect.

[0013] Preferably, the first buffer gap and the second buffer gap are both filled with compression deformation material, by filling the compression deformation material in the first buffer gap and the second buffer gap, when the convex and the groove are relatively displaced inward to compress the first buffer gap and the second buffer gap, the compression deformation material is deformed under pressure, the relative displacement between the convex and the groove is buffered through the compression deformation of the compression deformation material, to reduce the force acting on the convex and the groove under the action of an earthquake.

[0014] Preferably, the first pier and the second pier each comprise a pier hollow section and a pier solid section, the pier hollow section and the pier solid section are arranged alternately, one end of the cross beam is connected to the pier solid section of the first pier, and the other end of the cross beam is connected to the pier solid section of the second pier. The weight of the pier is reduced by arranging the pier hollow section, thereby reducing the effect of the seismic load on the pier, so that the pier can adapt to the environment of the mountainous high-intensity seismic area. In addition, the weight of the pier is reduced due to the pier hollow section, thereby reducing the bearing capacity requirement of the bridge pier foundation, facilitating construction, and further, the bridge pier foundation can also be reduced accordingly due to the reduced weight of the pier, thereby greatly reducing the cost of the bridge pier and the bridge pier foundation, saving the engineering cost, and further, the seismic resistance of the pier is improved by alternately arranging the pier hollow section and the pier solid section. The pier solid section can provide better bearing capacity and rigidity, and enhance the overall stability of the pier, while the pier hollow section can play a role in shock absorption and energy dissipation under the action of the earthquake, reducing the deformation and reaction caused by the seismic force. The seismic energy can be dispersed and absorbed by alternately arranging the pier hollow section and the pier solid section, thereby improving the seismic resistance of the pier. Furthermore, the two ends of the cross beam are connected to the pier solid sections of the first pier and the second pier, respectively, thereby ensuring the connection strength of the cross beam between the two piers, and making the cross beam firmly connected with the piers.

[0015] Preferably, a ventilation hole is arranged in the pier hollow section. By arranging the ventilation hole, the air circulation in the interior of the pier hollow section is improved, thereby effectively avoiding the possible accumulation of a large amount of moisture in the interior of the pier hollow section, which may cause corrosion or damage to the reinforced concrete of the pier. In addition, the ventilation hole can balance the air pressure difference between the interior and the exterior of the pier hollow section, thereby reducing the internal pressure change of the pier hollow section caused by temperature change, and being beneficial to the stability and safety of the structure of the pier hollow section, and further ensuring the structural safety and use safety of the pier.

[0016] The application further comprises an ultrahigh anti-seismic bridge, which comprises a beam body and the ultrahigh anti-seismic bridge pier of the application.

[0017] The ultrahigh anti-seismic bridge of the application comprises a beam body and the ultrahigh anti-seismic bridge pier of the application, and the beam body is connected to the first pier and the second pier. The ultrahigh anti-seismic bridge pier of the application can effectively adapt to the mountainous high-intensity seismic area and realize active protection under the action of the earthquake, thereby ensuring the use safety of the bridge, so that the ultrahigh anti-seismic bridge of the application can adapt to the mountainous high-intensity seismic area, thereby providing strong support for the erection of the railway line in the mountainous high-intensity seismic area, and thereby effectively promoting the further development of the high-speed railway in the dangerous mountainous area.

[0018] Preferably, a pier top cap is further included, which is arranged at the top of the first pier and the second pier.

[0019] Preferably, the beam body is connected to the pier top cap, and the beam body is rigidly connected to the pier top cap. By rigidly connecting the beam body to the pier top cap, the beam body is rigidly connected to the pier, thereby forming a rigid frame bridge form, improving the load bearing capacity and deformation resistance of the bridge, enabling the super-high anti-seismic bridge to effectively bear the train passing load and other external loads, and transmitting the load to the pier and the foundation. At the same time, due to the rigid connection between the beam body and the pier top cap, the connecting components between the beam body and the pier top cap are reduced and the construction process is simplified, saving time and labor cost and improving construction efficiency.

[0020] Compared with the prior art, the beneficial effects of the present application are:

[0021] 1. The super-high anti-seismic pier of the present application is vertically spaced between the oppositely arranged first pier and second pier, and a plurality of cross beams are arranged therebetween, thereby ensuring the connection strength between the first pier and the second pier. When applied in mountainous high-intensity seismic areas, the upper part of the first pier and the upper part of the second pier are subjected to great stress under the action of an earthquake, and the upper part of the first pier and the upper part of the second pier are prone to relative displacement. That is, when an earthquake occurs, the top cross beam between the upper part of the first pier and the upper part of the second pier is subjected to a large stress, and when displacement occurs, it is easy to cause the upper part of the pier to be pulled apart or the top cross beam between the upper part of the pier to be damaged. By arranging a buckling-restrained cross beam at the upper part of the first pier and the upper part of the second pier, the buckling-restrained cross beam is located above all cross beams, so that the buckling-restrained cross beam is equivalent to the top cross beam between the upper part of the pier. Thus, the buckling-restrained cross beam replaces the traditional top cross beam between the upper part of the first pier and the upper part of the second pier, and the buckling-restrained cross beam buffers the relative displacement between the top of the first pier and the top of the second pier under the action of an earthquake, thereby effectively ensuring the structural safety of the pier and avoiding the situation that the upper part of the pier is pulled apart by the top cross beam due to relative displacement under the action of an earthquake. At the same time, since the buckling-restrained cross beam is equivalent to the top cross beam, it also effectively avoids the situation that the top cross beam of the upper part of the pier is damaged under the action of an earthquake, thereby effectively ensuring the integrity of the pier structure under the action of an earthquake, actively protecting the pier structure under the action of an earthquake, and effectively ensuring the safety of the bridge in use.

[0022] 2. The super-high anti-seismic pier according to the application, wherein the connecting piece connects the convex portion and the concave portion through shear bolts, and the shear bolts are configured to be completely sheared when the intensity of an earthquake exceeds the design value of the shear bolts; when the bridge is in a normal use state, the connecting piece connects the convex portion and the concave portion through the shear bolts, so that the convex portion and the concave portion of the buckling-restrained beam are integrated, the buckling-restrained beam is formed into a rigid member, and the force transmission and shear resistance of the buckling-restrained beam structure are realized; further, since the shear bolts are configured to be completely sheared when the intensity of an earthquake exceeds the design value of the shear bolts, after the intensity of an earthquake exceeds the design value of the shear bolts and the shear bolts are completely sheared, the connecting piece no longer fixes the convex portion and the concave portion of the buckling-restrained beam, so that the convex portion and the concave portion can buffer the relative displacement between the upper portions of the pier columns through relative displacement, deformation energy dissipation is realized, and further, after an earthquake ends, the convex portion and the concave portion are connected together again by reinstalling the shear bolts, so that the buckling-restrained beam is restored to a rigid member, the force transmission and shear resistance of the buckling-restrained beam structure are realized, and the normal use state is met. The super-high anti-seismic pier according to the application, the buckling-restrained beam is provided with the connecting piece and the shear bolts, so that the buckling-restrained beam not only has the force transmission and shear resistance effect in the normal use state, but also can play the deformation energy dissipation effect under the action of an earthquake, effectively adapts to the environment of a mountainous high-intensity seismic area, can realize buffering in the normal use state and in the earthquake state, and thus effectively protects the pier structure and maintains the use safety of the bridge.

[0023] 3. The super-high anti-seismic pier according to the application, wherein the pier column hollow sections are arranged to reduce the weight of the pier column, so as to reduce the effect of the seismic load on the pier column, so that the pier column can adapt to the environment of a mountainous high-intensity seismic area; further, since the pier column has the pier column hollow sections, the weight of the pier column is reduced, so as to reduce the bearing capacity requirement of the pier foundation, facilitate construction, and further, since the weight of the pier column is reduced, the pier foundation can also be correspondingly reduced, so that the cost of the pier column and the pier foundation is greatly reduced, the engineering cost is saved, further, since the pier column hollow sections and the pier column solid sections are alternately arranged, the seismic resistance of the pier column is improved, the pier column solid sections can provide good bearing capacity and rigidity, and the overall stability of the pier column is enhanced, while the pier column hollow sections can play the roles of shock absorption and energy dissipation under the action of an earthquake, reduce the deformation and reaction caused by the seismic force, the seismic energy can be dispersed and absorbed through the alternately arranged pier column hollow sections and pier column solid sections, the seismic resistance of the pier column itself is improved, and the two ends of the beam are connected to the pier column solid sections of the first pier column and the pier column solid sections of the second pier column respectively, so as to ensure the connection strength of the beam between the two pier columns, and make the beam and the pier column firmly connected.

[0024] 4. The super-high anti-seismic bridge according to the present application comprises a beam body and the super-high anti-seismic pier according to the present application, and the beam body is connected to the first pier column and the second pier column; the super-high anti-seismic pier according to the present application can effectively adapt to the mountainous high-intensity seismic area, and realizes active protection under the action of the earthquake, thereby guaranteeing the safe use of the bridge, so that the super-high anti-seismic bridge according to the present application can adapt to the mountainous high-intensity seismic area, and provides strong support for the erection of the railway line in the mountainous high-intensity seismic area, thereby effectively promoting the further development of the high-speed railway in the dangerous mountainous area. BRIEF DESCRIPTION OF DRAWINGS

[0025] Figure 1 Fig. 1 is a schematic diagram of the super-high anti-seismic pier according to the present application.

[0026] Figure 2 Fig. 2 is a sectional view of the super-high anti-seismic pier according to the present application.

[0027] Figure 3 Fig. 3 is a sectional view of the D-D of Fig. 1. Figure 2

[0028] Figure 4 Fig. 4 is an enlarged view of the A of Fig. 1. Figure 2

[0029] Figure 5 Fig. 5 is an enlarged view of the E of Fig. 1. Figure 4

[0030] Figure 6 Fig. 6 is a schematic diagram of the cooperation between the boss part and the groove part.

[0031] Figure 7 Fig. 7 is a schematic diagram of the boss part.

[0032] Figure 8 Fig. 8 is a schematic diagram of the groove part.

[0033] Figure 9 Fig. 9 is an enlarged view of the B of Fig. 1. Figure 2

[0034] Figure 10 Fig. 10 is an enlarged view of the C of Fig. 1. Figure 2

[0035] Figure 11 Fig. 11 is a sectional view of the F-F of Fig. 1. Figure 3

[0036] Figure 12 Fig. 12 is an enlarged view of the J of Fig. 1. Figure 1

[0037] ​​​​​​​Marked in the figure: 11-first pier column, 12-second pier column, 101-pier column hollow section, 102-pier column solid section, 103-vent hole, 2-cross beam, 3-beam body, 4-pier foundation, 5-pier top hat, 51-top hat horn, 9-buckling-restrained cross beam, 91-tube part, 911-tube, 9111-tube side, 912-support part, 92-groove part, 921-groove, 9211-groove side, 922-groove part top surface, 93-first buffer gap, 94-second buffer gap, 95-side gap, 96-damping rubber, 97-compression deformation material, 98-connector, 99-shear bolt, 100-pier inspection hole, 110-prestressed steel strand. DETAILED DESCRIPTION

[0038] The application will be further described in conjunction with the examples and specific embodiments. However, it should not be understood that the above-mentioned subject matter of the application is limited to the following examples only, and any technology realized based on the content of the application falls within the scope of the application.

[0039] Example 1

[0040] As shown in Figures 1-2 , Figure 4 , the super-high anti-seismic pier of the present embodiment comprises a first pier column 11 and a second pier column 12 arranged oppositely, a plurality of cross beams 2 arranged vertically between the first pier column 11 and the second pier column 12, and a buckling-restrained cross beam 9 arranged between the upper part of the first pier column 11 and the upper part of the second pier column 12, wherein the buckling-restrained cross beam 9 is located above all the cross beams 2 and is used to buffer the relative displacement between the upper part of the first pier column 11 and the upper part of the second pier column 12.

[0041] The super-high anti-seismic pier provided by the application is characterized in that a plurality of beams 2 are vertically and spacedly arranged between the oppositely arranged first pier column 11 and second pier column 12, so as to ensure the connecting strength between the first pier column 11 and the second pier column 12. When applied in a mountainous high-intensity seismic area, the upper part of the first pier column 11 and the upper part of the second pier column 12 are subjected to great stress under the action of an earthquake, and the upper part of the first pier column 11 and the upper part of the second pier column 12 are prone to relative displacement. That is, when an earthquake occurs, the top beam located between the upper part of the first pier column 11 and the upper part of the second pier column 12 is subjected to great stress, and when displacement occurs, the upper part of the pier column is prone to being pulled apart or the top beam between the upper part of the pier column is prone to being damaged. By arranging the buckling-restrained beam 9 on the upper part of the first pier column 11 and the upper part of the second pier column 12, the buckling-restrained beam 9 is located above all the beams 2, so that the buckling-restrained beam 9 is equivalent to the top beam between the upper part of the pier column. Thus, the buckling-restrained beam 9 replaces the conventional top beam between the upper part of the first pier column 11 and the upper part of the second pier column 12. The buckling-restrained beam 9 buffers the relative displacement between the upper part of the first pier column 11 and the upper part of the second pier column 12 under the action of an earthquake, so as to effectively ensure the structural safety of the pier column and avoid the upper part of the pier column being pulled apart by the top beam under the action of an earthquake. At the same time, since the buckling-restrained beam 9 is equivalent to the top beam, the top beam of the upper part of the pier column is also effectively prevented from being damaged under the action of an earthquake. Thus, the integrity of the pier structure under the action of an earthquake is effectively ensured, active protection of the pier structure under the action of an earthquake is achieved, and the use safety of the bridge is effectively ensured.

[0042] In the embodiment, the super-high anti-seismic pier comprises a double-column structure formed by the first pier column 11 and the second pier column 12. A plurality of beams 2 are arranged between the first pier column 11 and the second pier column 12 along the height direction at a certain interval. The top of the first pier column 11 and the top of the second pier column 12 are used to be connected with the beam body 3. The bottom of the first pier column 11 and the bottom of the second pier column 12 are connected with the pier foundation 4 through pre-embedded steel bars.

[0043] In the conventional manner, the conventional beam 2 is used as the top beam. Under the action of an earthquake, the top beam connecting part of the upper part of the first pier column 11 and the upper part of the second pier column 11 (the top locking part of the first pier column 11 and the second pier column 12) is subjected to great stress under the action of an earthquake. For example, when the top beam is displaced outward together with the upper part of the first pier column 11, the top beam can pull apart the pier wall of the upper part of the second pier column 12. Or when the upper part of the first pier column 11 and the upper part of the second pier column 12 are both displaced outward, the first pier column 11 and the second pier column 12 are prone to damaging the top beam connected between the upper part of the first pier column 11 and the upper part of the second pier column 12.

[0044] A preferred manner is as follows: Figure 4As shown, the buckling-restrained beam 9 includes a boss part 91 connected with the first pier 11, a groove part 92 connected with the second pier 12, and a connecting piece 98 for movably connecting the boss part 91 and the groove part 92, the boss part 91 and the groove part 92 are in engagement and can relatively displace to buffer the relative displacement between the first pier 11 and the second pier 12, and the connecting piece 98 is used to movably connect the boss part 91 and the groove part 92, the relative displacement between the boss part 91 and the groove part 92 buffers the relative displacement between the first pier 11 and the second pier 12, thereby releasing and dissipating the tension and compression force of the pier on the top beam caused by the earthquake force, achieving the active protection of the pier body against the earthquake, and further avoiding the situation that the pier is pulled apart by the top beam when the pier relatively displaces under the action of the earthquake, or the situation that the top beam is damaged when the pier relatively displaces under the action of the earthquake, thereby achieving the active protection of the pier structure under the action of the earthquake, and ensuring the integrity of the pier structure under the action of the earthquake.

[0045] A preferred mode is as follows: Figures 5-6 As shown, the connecting piece 98 connects the boss part 91 and the groove part 92 through a shear bolt 99, the shear bolt 99 is configured to be completely sheared when the earthquake intensity exceeds the design value of the shear bolt 99. When the bridge is in a normal use state, the connecting piece 98 connects the boss part 91 and the groove part 92 of the buckling-restrained beam 9 through the shear bolt 99, so that the boss part 91 and the groove part 92 of the buckling-restrained beam 9 are integrated, the buckling-restrained beam 9 forms a rigid member, and the force transmission and shear resistance of the buckling-restrained beam 9 structure are achieved. Further, since the shear bolt 99 is configured to be completely sheared when the earthquake intensity exceeds the design value of the shear bolt 99, after the earthquake exceeds the design value of the shear bolt 99 and the shear bolt 99 is completely sheared, the connecting piece 98 does not fix the boss part 91 and the groove part 92 of the buckling-restrained beam 9, so that the boss part 91 and the groove part 92 can buffer the relative displacement between the upper parts of the piers through relative displacement, achieve the deformation and energy dissipation effect, further, after the earthquake ends, the boss part 91 and the groove part 92 are connected together again by reinstalling the shear bolt 99, so that the buckling-restrained beam 9 restores to a rigid member, and the force transmission and shear resistance of the buckling-restrained beam 9 structure are achieved, meeting the use in a normal state. The super-high anti-seismic pier of the present application is provided with the connecting piece 98 and the shear bolt 99, so that the buckling-restrained beam 9 not only has the force transmission and shear resistance effect in a normal use state, but also can play the deformation and energy dissipation effect under the action of the earthquake, effectively adapt to the environment of the mountainous high-intensity seismic area, and can achieve the buffering in a normal state and under the action of the earthquake, thereby effectively protecting the pier structure and maintaining the safety of the bridge in use;

[0046] In the embodiment, the design value of the shear bolt 99 is 1.2-1.5 times of the shear value under the design earthquake action, and the specific multiple is selected according to the actual demand on site.

[0047] A preferred mode, as shown in Figures 5-8 The boss part 91 includes a boss 911 and a support part 912 arranged outside the boss 911. The support part 912 is connected to the side of the boss 911 away from the groove part 92. The support part 912 surrounds the outside of the boss 911. The groove part 92 includes a groove 921. The boss 911 and the groove 921 are in a concave-convex matching relationship. The boss 911 has a first buffer gap 93 between the top surface and the bottom surface of the groove 921. The support part 912 has a second buffer gap 94 between the top surface and the groove top surface 922. The groove 921 has a groove side surface 9211. The boss 911 has a boss side surface 9111. The groove side surface 9211 is a first inclined surface that gradually inclines inward from the bottom surface of the groove 921 to the top surface of the groove 921. The boss side surface 9111 is a flat surface. The groove side surface 9211 and the boss side surface 9111 have a side gap 95 therebetween. The side gap 95 is filled with damping rubber 96. When the pier columns are relatively displaced under the action of an earthquake, the boss part 91 and the groove part 92 of the buckling-restrained beam 9 begin to relatively displace. When the relative displacement is inward, the boss 911 and the groove 921 compress the first buffer gap 93 and the second buffer gap 94 to achieve deformation and energy dissipation. At the same time, since the side gap 95 between the boss 911 and the groove 921 is filled with the damping rubber 96, the boss 911 and the damping rubber 96 rub when the boss 911 and the groove 921 relatively displace, thereby buffering the relative displacement of the boss 911 and the groove 921 through the frictional energy dissipation of the filled damping rubber 96, so that the buckling-restrained beam 9 has better buffering effect. At the maximum displacement, the top surface of the boss 911 and the bottom surface of the groove 921 abut against each other to achieve limiting. When the relative displacement is outward, since the groove side surface 9211 is a gradually inwardly inclined inclined surface and the boss side surface 9111 is a flat surface, the space between the boss side surface 9111 and the groove side surface 9211 gradually decreases when the boss 911 and the groove 921 relatively move outward, that is, the side gap 95 gradually decreases when the boss 911 and the groove 921 relatively move outward, so that the damping rubber 96 filled in the side gap 95 is gradually deformed under pressure. The damping rubber 96 generates a frictional force and a counterforce due to the deformation of the damping rubber 96 under pressure, which effectively buffers the relative displacement of the boss 911 and the groove 921, so that the buckling-restrained beam 9 has better buffering effect.

[0048] In a preferred mode, one side of the support part 912 is connected to the first pier column 11, and the other side of the support part 912 protrudes outward to form the boss 911. Further, there is a hollow area inside the boss part 91.

[0049] A preferred mode, as shown in Figure 5 The first buffer gap 93 and the second buffer gap 94 are filled with a compression deformation material 97, and when the boss 911 and the groove 921 are relatively displaced inward, the compression deformation material 97 is compressed and deformed, thereby buffering the relative displacement between the boss 911 and the groove 921, and reducing the force acting on the boss 911 and the groove 921 under the action of an earthquake.

[0050] A preferred mode, as shown in Figures 3-4 The first pier 11 and the second pier 12 each include a hollow pier section 101 and a solid pier section 102, and the hollow pier section 101 and the solid pier section 102 are arranged alternately. One end of the cross beam 2 is connected to the solid pier section 102 of the first pier 11, and the other end of the cross beam 2 is connected to the solid pier section 102 of the second pier 12. The hollow pier section 101 reduces the weight of the pier, thereby reducing the seismic load acting on the pier, and enabling the pier to adapt to the environment of a mountainous high-intensity seismic area. In addition, the hollow pier section 101 reduces the weight of the pier, thereby reducing the bearing capacity requirement of the bridge pier foundation 4, facilitating construction, and further reducing the cost of the bridge pier and the bridge pier foundation 4, thereby saving the engineering cost. Furthermore, the hollow pier section 101 and the solid pier section 102 are arranged alternately, thereby improving the seismic resistance of the pier. The solid pier section 102 provides good bearing capacity and rigidity, thereby enhancing the overall stability of the pier. The hollow pier section 101 can reduce the deformation and response caused by the seismic force, thereby dispersing and absorbing seismic energy and improving the seismic resistance of the pier.

[0051] As shown in Figure 9 The two ends of the cross beam 2 are connected to the solid pier section 102 of the first pier 11 and the solid pier section 102 of the second pier 12, respectively, thereby ensuring the connection strength of the cross beam 2 between the two piers, and making the cross beam 2 firmly connected to the piers. In addition, prestressed steel strands 110 are arranged inside the cross beam 2 and the solid pier section 102, thereby connecting the cross beam 2 and the solid pier sections 102 on both sides of the cross beam 2, and making the cross beam 2 firmly connected to the first pier 11 and the second pier 12. Furthermore, in order to effectively reduce the weight of the super-high seismic bridge pier, the cross beam 2 adopts a hollow reinforced concrete structure.

[0052] A preferred method, such as Figure 11 As shown, the cross-section of the hollow section 101 of the pier column can be a rectangular section.

[0053] A preferred method, such as Figure 4 As shown, a pier inspection hole 100 is provided at the hollow section 101 of the pier column. The pier inspection hole 100 is a gate type with an arc at the top, which facilitates the entry of maintenance personnel into the hollow section 101 of the pier column for inspection and maintenance during the construction and operation of the crossbeam 2.

[0054] A preferred method, such as Figure 12 As shown, the first pier 11 and the second pier 12 are of equal width in the longitudinal direction of the bridge, and are sloped in sections in the transverse direction. A slope change line H is set in the middle of the first pier 11 and the second pier 12. The slope above the slope change line H is straight, and the transverse slope below the slope change line H is a circular arc. By setting different outer slope radii R1 and inner slope radii R2, the transverse width of the column cross section of the first pier 11 and the second pier 12 is achieved. The outer slope radius R1 is smaller than the inner slope radius R2.

[0055] A preferred method, such as Figure 1 As shown, ventilation holes 103 are provided inside the hollow section 101 of the pier column. By providing ventilation holes 103, the air circulation inside the hollow section 101 of the pier column is improved, effectively preventing the accumulation of a large amount of moisture inside the hollow section 101 of the pier column. Moisture may corrode or damage the reinforced concrete of the pier column. At the same time, the ventilation holes 103 can balance the air pressure difference inside and outside the hollow section 101 of the pier column, reduce the pressure changes inside the hollow section 101 of the pier column caused by temperature changes, which is conducive to the stability and safety of the hollow section 101 of the pier column structure, and thus ensures the structural safety and operational safety of the pier column.

[0056] In a preferred manner, depending on the seismic intensity and the stress on the pier, multiple buckling-resistant beams 9 can be installed above all the beams 2.

[0057] This embodiment also includes a construction method for the buckling-resistance beam 9, which is a preferred method in actual construction. The boss portion 91 and the groove portion 92 of the buckling-resistance beam 9 are prefabricated as a whole. After prefabrication, damping rubber 96 and other cushioning materials are pasted on the inner wall of the groove 921, and compression deformation materials 97 such as foam are pasted on the bottom plate of the groove 921. Compression deformation materials 97 such as foam are pasted on the top surface of the boss 911 of the boss portion 91. Then, the boss portion 91 and the groove portion 92 are installed on the pier using a wet joint connection method. The specific steps are as follows:

[0058] Step 1: First, install a corbel bracket below the location where the anti-buckling beam 9 is installed on the first pier column 11 and the second pier column 12;

[0059] Step 2: Roughen the surface at the locations where the buckling-resistance beams 9 are installed on the first pier column 11 and the second pier column 12, and extend the connecting steel bars to a certain length.

[0060] Step 3: First, assemble the boss part 91 and the groove part 92 of the buckling-resistance beam 9 to form the buckling-resistance beam 9. Reinforcing bars are reserved on both sides of the buckling-resistance beam 9.

[0061] Step 4: Hoist the core section of the assembled buckling-resistance beam 9 onto the bracket as a whole;

[0062] Step 5: Connect the reserved reinforcing bars of the buckling-resistance beam 9 to the connecting reinforcing bars of the pier column, erect the formwork and pour the wet joint concrete between the buckling-resistance beam 9 and the pier column to complete the installation of the buckling-resistance beam 9.

[0063] Step 6: Remove the bottom bracket of the anti-buckling beam 9.

[0064] Example 2

[0065] like Figures 1-3 As shown, based on Embodiment 1, this embodiment of an ultra-high seismic-resistant bridge includes a beam 3 and an ultra-high seismic-resistant pier as described in Embodiment 1. The beam 3 is connected to the first pier 11 and the second pier 12. In this embodiment of an ultra-high seismic-resistant bridge, the beam 3 is connected to the first pier 11 and the second pier 12, as... Figure 1 Because the ultra-high earthquake-resistant bridge piers described in this invention can effectively adapt to high-intensity earthquake zones in mountainous areas and achieve active protection under earthquake action, thus ensuring the safety of bridge use, the ultra-high earthquake-resistant bridges described in this invention can adapt to high-intensity earthquake zones in mountainous areas, providing strong support for the construction of railway lines in high-intensity earthquake zones in mountainous areas.

[0066] A preferred method, such as Figures 1-2 As shown, it also includes a pier cap 5, which is installed on the top of the first pier 11 and the second pier 12. The pier cap 5 is used for the beam 3 installed on the top of the pier. Further, the beam 3 is connected to the pier cap 5, and the beam 3 and the pier cap 5 are rigidly connected. By rigidly connecting the beam 3 and the pier cap 5, the beam 3 is rigidly connected to the pier, thereby forming a rigid frame bridge, improving the bridge's load-bearing capacity and deformation resistance. This allows the ultra-high seismic-resistant bridge described in this embodiment to effectively withstand the effects of train traffic loads and other external loads, and to transfer the loads to the piers and foundation. At the same time, because the beam 3 and the pier cap 5 are rigidly connected, the number of connecting components between the beam 3 and the pier cap 5 is reduced, the construction process is simplified, time and labor costs are saved, and construction efficiency is improved. Figure 10As shown, the pier top cap 5 has top cap horn 51 on both sides, which extends to a certain height of the beam body 3, thereby fixing the beam body 3, further, the top cap horn 51 of the pier top cap 5 is provided with a horizontal slope for placing the beam body 3, further, the pier top cap 5 is rigidly connected with the beam body 3, that is, the end of the beam body 3 is provided with a reserved steel bar or a reserved steel bar frame, the steel bar frame of the pier top cap 5 is tied and then poured, then the reserved steel bar or the reserved steel bar frame of the beam body 3 is connected with the steel bar frame of the pier top cap 5, the connection mode includes welding, tying and the like, then the pier top cap 5 is poured, so that the pier top cap 5 and the beam body 3 are connected into an integrated body, thereby forming a rigid connection.

[0067] A preferred mode is as follows: Figure 10 As shown, the material boundary line G is arranged at a certain height range below the pier top cap 5 according to the stress of the pier, the pier above the material boundary line G adopts the same concrete as the beam body 3, and the pier below the material boundary line G can adopt lower grade concrete, but not lower than C40 concrete, through the material boundary line near the top of the pier, better high-grade concrete is adopted at the top, thereby enhancing the stress of the top of the pier, the remaining part adopts low-grade concrete, thereby realizing cost saving, that is, the bearing capacity of the top of the pier is ensured and the cost is effectively saved.

[0068] The above only describes the preferred embodiments of the present application and is not used to limit the present application, any modification, equivalent replacement and improvement within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. An ultra-high seismic pier comprising: The application relates to a support structure, which comprises oppositely arranged first and second piers (11, 12), a plurality of beams (2) vertically spaced between the first and second piers (11, 12), and a buckling-restrained beam (9) arranged between the upper portions of the first and second piers (11, 12) and above the beams (2), the buckling-restrained beam (9) being used to buffer the relative displacement between the upper portions of the first and second piers (11, 12). The buckling-restrained beam (9) comprises a convex portion (91), a concave portion (92) and a connecting member (98), the convex portion (91) being connected to the first pier (11), the concave portion (92) being connected to the second pier (12), the convex portion (91) and the concave portion (92) being in concave-convex cooperation, the convex portion (91) and the concave portion (92) being capable of relative displacement to buffer the relative displacement between the first and second piers (11, 12), and the connecting member (98) being used to movably connect the convex portion (91) and the concave portion (92).

2. The ultra-high earthquake resistant pier according to claim 1, wherein The connecting member (98) connects the convex portion (91) and the concave portion (92) through a shear bolt (99), the shear bolt (99) being configured to be completely sheared when the intensity of an earthquake exceeds the design value of the shear bolt (99).

3. The ultra-high earthquake resistant pier according to claim 1, wherein The convex portion (91) comprises a convex block (911) and a support portion (912) arranged outside the convex block (911), the support portion (912) being connected to the side of the convex block (911) away from the concave portion (92), the concave portion (92) comprises a concave groove (921), the convex block (911) and the concave groove (921) are in concave-convex cooperation, the top surface of the convex block (911) and the bottom surface of the concave groove (921) have a first buffer gap (93), the top surface of the support portion (912) and the top surface of the concave portion (922) have a second buffer gap (94), the concave groove (921) has a concave groove side surface (9211), the convex block (911) has a convex block side surface (9111), the concave groove side surface (9211) is an inclined surface, the inclined surface gradually inclines inward from the bottom surface of the concave groove (921) to the top surface of the concave groove (921), the convex block side surface (9111) is a flat surface, and the concave groove side surface (9211) and the convex block side surface (9111) have a side gap (95), the side gap (95) is filled with damping rubber (96).

4. The ultra-high earthquake resistant pier according to claim 3, wherein, The first buffer gap (93) and the second buffer gap (94) are both filled with compression deformation materials (97).

5. The ultra-high earthquake resistant pier according to any one of claims 1-4, wherein, The first pier (11) and the second pier (12) each comprise a pier hollow section (101) and a pier solid section (102), the pier hollow section (101) and the pier solid section (102) are arranged alternately, one end of the cross beam (2) is connected to the pier solid section (102) of the first pier (11), and the other end of the cross beam (2) is connected to the pier solid section (102) of the second pier (12).

6. The ultra-high earthquake resistant pier according to claim 5, wherein, The pier hollow section (101) is provided with a ventilation hole (103).

7. A super-high seismic resistant bridge, characterized by, The bridge further comprises a beam body (3) and the super-high anti-seismic pier of any one of claims 1-6, and the beam body (3) is connected to the first pier (11) and the second pier (12).

8. The ultra-high seismic resistant bridge according to claim 7, wherein, The bridge further comprises a pier top cap (5) arranged at the top of the first pier (11) and the second pier (12).

9. The ultra-high seismic resistant bridge according to claim 8, wherein, The beam body (3) is connected to the pier top cap (5), and the beam body (3) is rigidly connected to the pier top cap (5). The bridge further comprises a pier top cap (5) arranged at the top of the first pier (11) and the second pier (12). The beam body (3) is connected to the pier top cap (5), and the beam body (3) is rigidly connected to the pier top cap (5).

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