JP6513387B2 - Vibration control device for girder bridge and reinforcement method for girder bridge - Google Patents

Description

The present invention, damping devices girder bridge, and to method for reinforcing girder bridge.

  2. Description of the Related Art In recent earthquake resistant structures in civil engineering structures such as bridges, there have been those in which aseismatic performance is secured by providing a vibration damping device combining a base isolation bearing (or a distributed rubber bearing), a sliding bearing, and a vibration damping damper.

  For example, as shown in FIGS. 16-17, the damping device 100 described in Patent Document 1 is installed between the bridge pier 101 and the bridge girder 102 so as to support the bridge girder 102 from below.

  The damping device 100 includes a seismic isolation bearing (or dispersion rubber bearing) 103, a sliding bearing 104, and a damping damper 105.

  The slide bearings 104 are respectively provided on the lower side of a pair of columns 106 extending downward from the lower surface of the bridge girder 102 and separated from each other in the width direction X of the bridge girder 102 as shown in FIG. The sliding bearing 104 is interposed between the column 106 and the bridge girder 102.

  The slide bearing 104 has a pair of slide plates fixed to the lower surface of the support column 106 and the upper surface of the bridge girder 102 respectively. The pair of sliding plates relatively slidably move in contact with each other. Thereby, the slide bearing 104 can support the bridge girder 102 from below via the support 106 so as to allow the bridge girder 102 to move in the bridge axial direction Y and width direction X when an earthquake occurs.

  The seismic isolation bearing 103 is provided on the lower side of a connecting member 107 that connects between the pair of columns 106, as shown in FIGS. The connecting member 107 is made of H-shaped steel, and has horizontal plates 107a spaced apart vertically and a vertical plate 107b connecting them. The seismic isolation bearing 103 is fixed to the lower surface of the connection member 107 (specifically, the lower surface of the lower horizontal plate 107 a) and the upper surface of the bridge girder 102.

  The seismic isolation bearing 103 is formed by alternately laminating a plurality of rubber plates and steel plates, and is capable of shear deformation as a whole in any of the bridge axial direction Y and the width direction X. Thereby, the seismic isolation bearing 103 can damp the kinetic energy of the bridge girder 102 by the resistance at the time of deformation of the rubber plate while allowing movement of the bridge girder 102 in the bridge axial direction Y or width direction X at the time of earthquake occurrence. It is.

  Furthermore, as shown in FIG. 16, the damping damper 105 is provided between the support portion 108 provided on the upper surface of the bridge leg 101 and the connecting member 107. The support portions 108 are provided on the front and rear sides of the bridge girder 102 in the bridge axial direction Y with respect to the connection member 107 so as to face the vertical plate 107 b of the connection member 107.

  The damping damper 105 has a cylinder 105a filled with a fluid such as oil, a piston 105b accommodated so as to be movable in the bridge axial direction Y inside the cylinder 105a, and a rod 105c fixed to the piston 105b.

  One end of the rod 105c is fixed to the piston 105b, and the other end is fixed to the vertical plate 107b of the connecting member 107 outside the cylinder 105a. The cylinder 105 a is supported by the support portion 108 in a state where a slight movement in the bridge axial direction Y is permitted. Thereby, the damping damper 105 can damp the kinetic energy of the bridge girder 102 by the resistance of the fluid inside the cylinder 105 a when an earthquake occurs.

JP, 2011-179923, A

  The seismic isolation bearing 103 provided in the above-described vibration damping device is a relatively large device as a sliding bearing 103 in which a plurality of rubber plates and steel plates are alternately stacked. Therefore, the base isolation bearing requires a large space on the upper surface of the bridge pier 101 (or a bridge bridge that supports both ends in the bridge axial direction Y of the bridge bridge 102). Therefore, depending on the structure of the bridge, it may not be possible or difficult to install the seismic isolation bearing, and there is a possibility that damping and seismic isolation of the bridge can not be sufficiently achieved.

Then, an object of this invention is to provide the damping device which can be damped also in the girder bridge of the structure where it is difficult to install a seismic isolation bearing in view of the above-mentioned situation.

In order to achieve the above object, the vibration control device of a girder bridge according to the present invention comprises a girder, a pair of abutments supporting both ends in the bridge axial direction of the bridge girder from the lower side, and the bridge girder between the pair of abutments. A vibration control device of a girder bridge for damping the bridge girder in a girder bridge provided with a plurality of bridge piers from below , the first slide plate fixed to the upper surface of the abutment and the bridge pier ; and a second sliding plate fixed to the lower surface of the bridge deck while sliding movably contact with the first sliding plate, the horizontal relative displacement with respect to the abutment and the abutment of the bridge girder and sliding bearings for supporting the bridge girder as allowable, and a cable to provide a restoring force toward the position before the earthquake to the bridge girder in accordance with the relative displacement with respect to the abutment and the pier of the bridge girder in the event of an earthquake equipped and, Serial cable, characterized in that the earthquake-resistance selected from among the pair of abutment and the plurality of pier are connected to a high the abutment or the pier than the pier adjacent.

According to such a configuration, when an earthquake occurs, while isolation of the bridge girder to permit relative displacement in the horizontal direction the bridge girder is superstructure against abutment and piers a substructure by sliding bearings, sliding bearings The sliding friction between the first sliding plate and the second sliding plate reduces the kinetic energy of the bridge girder . At the same time, the bridge girder is restored to the pre-seismic position by giving the bridge girder a restoring force toward the pre-seismic position according to the relative displacement of the cable relative to the bridge abutment and the bridge pier during the earthquake. Therefore, when the bridge girder moves horizontally on the abutments and piers when an earthquake occurs, the kinetic energy of the bridge girder is attenuated while receiving the force of frictional resistance by the sliding bearing and the restoring force of the cable, and the bridge girder is It is possible to restore to the position of In this way, it is possible to control the bridge girder without using a large seismic isolation bearing or the like as compared with the slide bearing. As a result, it is possible to control vibration even in a girder bridge of a structure in which a base isolation bearing can not be installed.

Moreover, when a large earthquake occurs and the cable is extended greatly and reaches the plastic region beyond the elastic region, the cable can be plastically deformed and the kinetic energy of the bridge girder can be attenuated, in this case, Both the sliding bearing and the cable make it possible to damp the kinetic energy of the bridge girder .

  Further, according to the above configuration, since the cable is connected to an abutment or bridge pier higher in seismic resistance strength selected from among a pair of abutments and a plurality of bridge piers than the adjacent bridge pier, the inertia force of the bridge beam is It is possible to selectively disperse it to the abutments and piers with high seismic resistance. Therefore, it is not necessary to reinforce the bridge piers with weak seismic strength. Even in the case of newly constructing a bridge pier, it is possible to design the bridge pier size to be small because the strength may be weak in the case where the cable is not connected.

The cable is preferably installed between the abutment or bridge and the bridge girder in a pre-tensioned state.

  According to this configuration, it is possible to secure a stable restoring force in normal times without earthquakes. Therefore, the risk of applying a load to the cable suddenly (impulsively) when an earthquake occurs is reduced.

Tension of the cable, the bridge girder is that the cable even when the distance between the cable connecting position of the abutment or the pier with cable connecting position of the bridge girder when stretched by thermal expansion under a high temperature environment becomes smaller It is preferable that the tension be set so as not to be loosened.

According to this configuration, even when the bridge girder is expanded by thermal expansion in a high temperature environment such as summer, it is possible to secure a stable restoring force without slack of the cable.

The tension, even when the girder is the distance between the cable connecting position of the abutment or the pier with cable connecting position of the bridge girder when contracted by thermal shrinkage under a low temperature environment is increased, the strain of the cable Is preferably set to a tension that does not reach the breakdown region of the cable.

According to this configuration, even when the bridge girder is shrunk due to thermal contraction in a low temperature environment such as winter, the cable can secure a stable restoring force without yielding.

It is preferable to further comprise a damper that connects the abutment or the bridge pier and the bridge girder, and damps kinetic energy of the bridge girder at the time of an earthquake occurrence using a fluid resistance.

  According to such a configuration, it is possible to perform damping by a damper using fluid resistance together with sliding friction of a sliding bearing, and it is possible to obtain a larger damping and damping effect.

The cable preferably has a function of holding the bridge girder so as not to fall over the abutment and the bridge pier when an earthquake occurs.

According to such a configuration, the cable can not only exert the restoration function at the time of an earthquake, but also prevent the bridge girder from falling .

The cable may constantly apply a restoring force to the bridge girder in a direction of returning to the initial position. In this case, even when the earthquake does not occur, the bridge girder can always be restored to the initial position even when the bridge girder receives external vibration due to wind or vehicle .

A method of reinforcing a girder bridge according to the present invention is a method of reinforcing an existing girder bridge in which a bridge girder is mounted via slide bearings on an abutment and a plurality of bridge piers , from which a plurality of bridge piers have earthquake resistance. select higher the pier than the pier adjacent, and wherein the connecting by the selected the pier and the bridge girder and the cable. Thus , as a bridge to which a cable is connected, since a bridge with high seismic strength is selected from a plurality of bridges , the inertia force of the bridge is selectively transmitted to the bridge with high seismic strength through the cable to carry out the bridge It will be possible to easily carry out seismic reinforcement of the whole. Therefore, there is no need to reinforce or replace the existing bridge piers with weak seismic strength.

According to the vibration control device of the present invention, vibration control can be performed even in a girder bridge of a structure in which it is difficult to install a base isolation bearing or the like .

According to the method of reinforcing a girder bridge of the present invention, it is possible to easily carry out aseismatic reinforcement of the entire girder bridge . Therefore, there is no need to reinforce or replace the existing bridge piers with weak seismic strength.

It is a front view of the bridge which consists of a girder bridge in which the damping device concerning an embodiment of the present invention was installed. It is an enlarged view of the sliding bearing of FIG. 1, and its periphery. It is an enlarged view of the cable of FIG. 1, and its periphery. It is an enlarged view of the fixing part of FIG. It is an enlarged view of the damping damper of FIG. 1, and its periphery. FIG. 6 is a stress-strain diagram for illustrating tension (prestress) applied to the cable of FIG. 1 in advance. It is a front view of the girder bridge which shows the other example of installation of the damping device concerning the embodiment of the present invention. It is a front view of the girder bridge which shows the other example of installation of the damping device concerning the embodiment of the present invention. (A) is a front view of the girder bridge which has a double bridge girder which shows the other example of installation of the damping device which concerns on embodiment of this invention, (b) is the top view. (A) is a front view of the girder bridge which has a multiple bridge girder which shows the other example of installation of the damping device which concerns on embodiment of this invention, (b) is the top view. (A) is a front view of the girder bridge which has a pair of bridge girder for upper and lower lines which shows the example of installation of the damping device concerning the embodiment of the present invention, and (b) is the top view. These are front views of the suspension bridge which show the example of installation of the damping apparatus provided with a slide bearing and a cable as a reference example . 12 is a cross-sectional view of the suspension bridge of FIG. 12 in the width direction. These are explanatory drawings which show typically the planar arrangement of the damping apparatus in the suspension bridge of FIG. Is a front view of a building structure such as a large covered facility showing another example of installation of a vibration control apparatus equipped with a sliding bearing and a cable as a reference example . It is an expanded sectional view showing an important section of the conventional damping device and the girder bridge of the circumference of it. It is the sectional view on the AA line of the damping device of FIG.

  Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings.

FIG. 1 shows an example in which the vibration damping device of the present embodiment is installed on a bridge 1 which is a kind of civil engineering structure among structures having an upper structure and a lower structure. The bridge 1 is a so-called girder bridge constructed in a river or the like, and is a long bridge girder 2 extending in the horizontal direction as an upper structure, and a pair of abutments 3 as a lower structure supporting the bridge girder 2 (upper structure) from below. And a plurality of bridge piers 4. The pair of abutments 3 are erected in the vicinity of both sides of the river, and support both ends of the bridge girder 2 in the bridge axial direction Y (longitudinal direction) from below. On the upper surface of the abutment 3, as shown in FIG. 3, the mounting surface 3a on which the end of the bridge girder 2 is mounted and the movement of the bridge girder 2 in the axial direction Y of the bridge girder protruding above the mounting surface 3a. And the regulation part 3b which regulates the
The plurality of bridge piers 4 are erected side by side along the bridge axial direction Y (i.e., the width direction of the river) and are separated from each other, and support the bridge girder 2 from below from between the pair of abutments 3.

  The damping device 10 is a damping device 10 for a bridge that performs damping of a bridge girder 2 that is an upper structure.

  The damping device 10 includes a slide bearing 11, a cable 12, and a damping damper 13.

  In the damping device 10 shown in FIG. 1, the sliding bearing 11 is installed on the upper surfaces of all the abutments 3 and the bridge piers 4 constituting the lower structure, and is interposed between the bridge girder 2 and the abutments 3 and the bridge piers 4. .

  The cables 12 are installed at two places corresponding to the pair of abutments 3, and connect the abutments 3 and the bridge girder 2.

  The damping damper 13 is installed between the two bridge piers 4 and the bridge girder 2 near the center of the bridge girder 2 near the center thereof.

  As shown in FIG. 2, the sliding bearing 11 slides relative to the first sliding plate 15 and the first sliding plate 15 respectively fixed to the upper surface of the lower bridge bridge 4 (and the bridge abutment 3). And a second slide plate 16 which is in free contact and fixed to the lower surface of the bridge girder 2 which is the upper structure.

  The second sliding plate 16 of the first sliding plate 15 is made of a metal plate such as stainless steel which is slippery. In the present embodiment, the first slide plate 15 is fixed to the bridge 4 via the lower base 17 and the fiber reinforced resin material 18. Further, the second slide plate 16 is fixed to the bridge girder 2 via the upper platform 19. The first slide plate 15 may be directly fixed to the upper surface of the bridge pier 4 or the second slide plate 16 may be directly fixed to the lower surface of the bridge girder 2. According to the above configuration, the slide bearing 11 can support the bridge girder 2 so as to allow relative displacement in the horizontal direction with respect to the bridge 4 of the bridge girder 2 (and the bridge 3).

  The cable 12 is installed below the bridge girder 2 as shown in FIG. Specifically, one end of the cable 12 is fixed to the lower surface of the bridge girder 2 via the fixing unit 21, and the other end is fixed to the side surface of the abutment 3 via the fixing unit 22. Terminal fittings 23 are provided at both ends of the cable 12. The terminal fittings 23 are detachably fixed to the fixing units 21 and 22 by pins or the like. Thus, the cable 12 connects the abutment 3 and the bridge girder 2 and gives the bridge girder 2 a restoring force toward the position before the occurrence of the earthquake according to the relative displacement of the bridge girder 2 with respect to the abutment 3 at the time of earthquake occurrence. It is possible.

  Further, as shown in FIG. 4, the fixing unit 22 on the abutment 3 side has a configuration capable of adjusting the tension of the cable 12. Specifically, the fixing unit 22 includes a pedestal 24 fixed to the side surface of the abutment 3 by an anchor bolt or the like, a pair of tension rods 25 coupled to the pedestal 24 via the bracket 25 a, and a pair of tension rods A mount 26 supported movably in the axial direction of the tension rod 25 with respect to 25 and a hydraulic jack 27 such as a CH jack attached to each tension rod 25 are provided. The hydraulic jack 27 presses the mount 26 against the end of the end fitting 23 of the cable 12 via an intermediate member 29 such as a ram chair.

  The terminal fitting 23 of the cable 12 is fixed to the pedestal 24 by the pin 28. However, a long elongated hole (not shown) is formed in either the terminal fitting 23 or the pedestal 24 in the extending direction of the cable 12 It is done. Therefore, the end fitting 23 fixed by the pin 28 is allowed to move in the extending direction of the cable 12 along the elongated hole. Therefore, when the terminal fitting 23 is pressed by the hydraulic jack 27 in the direction approaching the pedestal portion 24 via the mount 26, the tension of the cable 12 can be increased. On the other hand, when the pressure by the hydraulic jack is unloaded, the tension of the cable 12 can be lowered. In this way it is possible to adjust the tension of the cable 12 to the desired magnitude beforehand.

  Here, the adjustment of the tension of the cable 12 will be described using a graph showing the relationship between the tensile stress and the strain of the cable 12 shown in FIG. Assuming that the yield stress of the cable 12 is σy, and the breaking stress is σt, the cable 12 is pre-tensioned so as to be a residual stress in an elastic region smaller than the yield stress σy. It is installed between 3 and the bridge girder 2.

  For example, at a standard temperature (for example, about 10 ° C.), the cable 12 is prestressed such that the tensile stress σ 0 is applied. Thus, by being installed between the abutment 3 and the bridge girder 2 in a tensioned state in advance, it is possible to secure a stable restoring force in the normal time without an earthquake. Therefore, the possibility of applying a load to the cable 12 suddenly (impulsively) when an earthquake occurs is reduced.

  Further, the tension of the cable 12 is the connection position of the cable 12 in the bridge girder 2 (fixing portion 21 in FIG. 3) and the connection position of the cable 12 in the abutment 3 when the bridge girder 2 thermally expands and extends under a high temperature environment. The tension is preferably set so that the cable 12 does not sag even when the distance to the fixing unit 22) in FIG. 3 is reduced. For example, in FIG. 6, the cable 12 is prestressed such that a tensile stress σ11 smaller than the tensile stress σ0 due to the prestress at the standard temperature is applied when the temperature is high (for example, about 30 ° C.). By adjusting the tension of the cable 12 in this manner, even when the bridge girder 2 is expanded by thermal expansion in a high temperature environment such as summer, the cable 12 can secure a stable restoring force without slack. . As described above, when the prestress is given to the cable 12 at the high temperature so as to be the tensile stress σ11, the tensile stress σ12 exceeding the tensile stress σ11 is applied to the cable 12 when the earthquake occurs, but the tensile stress σ12 is a yield The cable 12 is not plastically deformed because it is less than the stress σy.

  Further, the tension of the cable 12 is the connection position of the cable 12 in the bridge girder 2 (fixing portion 21 in FIG. 3) and the connection position of the cable 12 in the abutment 3 when the bridge girder 2 is thermally shrunk and shrunk in a low temperature environment. It is preferable that the tension of the cable 12 is set to such a tension that the strain of the cable 12 does not reach the breakdown region of the cable 12 even when the distance to the fixing unit 22) in FIG. 3 increases. For example, in FIG. 6, the cable 12 is prestressed such that a tensile stress .sigma.21 larger than the tensile stress .sigma.0 due to the prestress at the standard temperature is applied when the temperature is low (for example, about -10.degree. C.) . By adjusting the tension of the cable 12 in this manner, even when the bridge girder 2 is shrunk due to thermal contraction in a low temperature environment such as winter, the cable 12 can secure a stable restoring force without yielding. is there. When the prestress is given to the cable 12 so that the tensile stress σ21 is given to the cable 12 at a low temperature as described above, the tensile stress σ22 exceeding the tensile stress σ21 may be applied to the cable 12 when an earthquake occurs. As described above, when the tensile stress σ22 exceeds the yield stress σy, the plastic deformation of the cable 12 makes it possible to attenuate the kinetic energy of the bridge girder 2 at the time of earthquake.

  The cable 12 is, for example, a coated parallel wire cable or the like from the viewpoint of structure and workability. Further, as the cable 12, any cable having elasticity capable of giving a restoring force to the bridge girder 2 may be used, and in addition to the above-mentioned coated parallel wire cable, various steel wires, for example, PC steel wire, PC Cable using steel stranded wire, galvanized steel wire, galvanized PC steel stranded wire, stainless steel wire, fiber reinforced plastic wire etc as a strand, or various wire ropes (locked coil rope, spiral rope, strand rope) etc It is also possible to adopt

  The damping damper 13 is installed on the lower side of the bridge girder 2 so as to connect between the bridge pier 4 near the center of the bridge girder 2 and the lower portion of the bridge girder 2 as shown in FIG. The damping damper 13 has a cylinder 31 filled with a fluid 34 such as oil, a piston 32 housed movably in the bridge axial direction Y inside the cylinder 31, and a rod 33 fixed to the piston 32.

  The rod 33 has one end fixed to the piston 32 and the other end fixed to the bridge leg 4 via the fixing member 35 outside the cylinder 31. The cylinder 31 has a connecting portion 37 projecting from the end opposite to the rod 33. The connecting portion 37 is fixed to the lower surface of the bridge girder 2 via the fixing member 36. Thereby, the damping damper 13 can damp the kinetic energy of the bridge girder 2 using the resistance of the fluid 34 inside the cylinder 31 when an earthquake occurs.

  In the vibration damping device 10 of the present embodiment configured as described above, when an earthquake occurs, relative displacement of the bridge girder 2 to the abutment 3 and the bridge pier 4 in the horizontal direction is allowed by the slide bearing 11. During isolation, the kinetic energy of the bridge girder 2 is attenuated by the sliding friction between the first sliding plate 15 and the second sliding plate 16 of the slide bearing 11. At the same time, the bridge girder 2 is given a restoring force toward the pre-seismic position according to the displacement of the cable 12 relative to the abutment 3 and the bridge pier 4 of the bridge girder 2 at the time of the earthquake occurrence. Restore to position. Therefore, when the bridge girder 2 horizontally moves on the abutment 3 and the bridge pier 4 when an earthquake occurs, the kinetic energy of the bridge girder 2 can be attenuated while receiving the force of frictional resistance by the sliding bearing 11 and the restoring force by the cable 12. Moreover, the bridge girder 2 can be restored to the position before the occurrence of the earthquake by the resilience of the cable 12. In this manner, the bridge girder 2 can be damped without using a large seismic isolation bearing or the like compared to the slide bearing 11. As a result, it is possible to control vibration even in a bridge where a seismic isolation bearing can not be installed.

  Moreover, when a large earthquake occurs and the cable 12 is greatly extended and reaches the plastic region beyond the elastic region, the cable 12 can be plastically deformed and the kinetic energy of the bridge girder 2 can be attenuated. In this case, both the sliding bearing 11 and the cable 12 make it possible to damp the kinetic energy of the bridge girder 2.

  Further, since the cable 12 is installed between the abutment 3 and the bridge girder 2 in a tensioned state in advance, it is possible to secure a stable restoring force in a normal time without an earthquake. Therefore, the possibility of applying a load to the cable 12 suddenly (impulsively) when an earthquake occurs is reduced.

  Further, the tension of the cable 12 is the connecting position (fixing portion 21) of the cable 12 in the bridge girder 2 and the connecting position (fixing portion of the cable 12 in the abutment 3 when the bridge girder 2 thermally expands and extends in a high temperature environment. It is preferable that the tension be set so that the cable 12 does not slack even when the distance to the cable 22) is reduced. In that case, even when the bridge girder 2 is expanded by thermal expansion in a high temperature environment such as summer, the cable 12 can secure a stable restoring force without slack.

  Furthermore, when the bridge girder 2 is thermally shrunk and shrunk in a low temperature environment, the tension of the cable 12 is the connection position (fixing portion 21) of the cable 12 in the bridge girder 2 and the connection position (fixing portion 22) of the cable 12 in the abutment 3. It is preferable that the tension of the cable 12 is set to such a tension that the strain of the cable 12 does not reach the breakdown region of the cable 12 even when the distance between the cable 12 and the cable 12 increases. In that case, even when the bridge girder 2 is shrunk due to heat contraction in a low temperature environment such as winter, the cable 12 can secure a stable restoring force without yielding.

  Further, the above-described damping device 10 is provided with a damping damper 13 which connects the bridge pier 4 and the bridge girder 2 and damps kinetic energy of the bridge girder 2 at the time of occurrence of an earthquake using the resistance of fluid. Thereby, it is possible to perform damping by the damping damper 13 using the resistance of fluid together with the sliding friction of the sliding bearing 11, and it is possible to obtain a larger damping and damping effect.

  Further, the cable 12 may always apply a restoring force to the bridge girder 2 which is the lower structure in the direction of returning to the initial position. In this case, even when the earthquake does not occur, the bridge girder 2 can be always restored to the initial position even when the bridge girder 2 receives external vibration due to wind or vehicle.

  Since the cable 12 is always connected between the bridge girder 2 and the abutment 3, it is possible to play the function of holding the bridge girder 2 so as not to drop from above the abutment 3 at the time of an earthquake. Therefore, the cable 12 can not only exert the restoration function at the time of an earthquake but also prevent the bridge girder 2 from falling.

  In addition, when the bridge girder 2 deviates from the predetermined position before the earthquake occurrence after the occurrence of the earthquake, it is possible to remove the residual displacement of the bridge girder 2 by using the above-mentioned damping device 10 and return it to the predetermined position. Specifically, it is possible to remove the residual displacement of the bridge girder 2 by pulling the cable 12 of the damping device 10 after the earthquake to move the bridge girder 2 to a position before the earthquake. As a method of pulling the cable 12, for example, tension may be given to the cable 12 by operating the hydraulic jacks 27 of the fixing unit 22 of FIG. 4 and pressing the terminal fitting 23 of the cable 12 via the mount 26. The horizontal movement of the bridge girder 2 is permitted by the slide bearing 11 with respect to the abutment 3 and the bridge pier 4, so that the horizontal movement can be performed by receiving the tension of the cable 12. Thus, by pulling the cable 12 of the damping device 10 after the occurrence of an earthquake, it is possible to easily remove the residual displacement of the bridge girder 2 without using other devices.

  In the above-described vibration damping device 10, the cable 12 is installed between the bridge girder 2 and the pair of abutments 3, but the present invention is not limited to this, and between the bridge girder 2 and the bridge pier 4 It may be erected.

  For example, as shown in FIG. 7, the cable 12 may be installed between the two bridge piers 4 near the center of the bridge girder 2 and the bridge girder 2. The other configuration is the same as that of FIG. In this case, even if the bridge girder 2 thermally expands or contracts due to a change in environmental temperature, the displacement of the connection position of the cable 12 in the bridge girder 2 is small near the center of the bridge girder 2, so the change in tension of the cable 12 becomes small As a result, the effort of adjusting the tension of the cable 12 is reduced.

  Further, as shown in FIG. 8, the cables 12 may be installed between the plurality of bridge piers 4 and the bridge girder 2 respectively. The other configuration is the same as that of FIG. In this case, it is possible to disperse the inertia force of the bridge girder 2 at the time of an earthquake occurrence to a plurality of bridge piers 4 via the cable 12 and the damping damper 13 and to exhibit high seismic resistance and damping performance. . The cable 12 may be installed between the abutment 3 and the bridge pier 4 and the bridge girder 2 respectively.

Here, the cable 12 is connected to the abutment 3 or the pier 4 whose seismic strength selected from the pair of abutments 3 and the plurality of piers 4 is higher than that of the adjacent pier 4 . For example, since the abutment 3 is larger in seismic resistance than the bridge pier 4, the cables 12 are connected. Moreover, although the thin bridge pier and the long bridge pier may be used for the bridge pier 4 erected inside the river depending on the river, since these bridge piers have low seismic strength, the cable 12 is not connected. Thus, by selecting the abutment 3 and the bridge pier 4 to which the cable 12 is connected based on the height of the seismic resistance of the abutment 3 or the bridge pier 4, the inertia strength of the bridge girder 2 can be It becomes possible to selectively disperse to high abutments 3 and bridge piers 4. Therefore, it is not necessary to reinforce the bridge piers with weak seismic strength. Even in the case of newly constructing a bridge pier, since the strength may be weak for cables to which the cable 12 is not connected, the bridge pier size can be designed to be smaller.

Moreover, if the above-mentioned cable 12 is used, it is possible to carry out seismic reinforcement of the existing girder bridge easily. That is, on the abutments 3 and a plurality of bridge pier 4 as shown in FIG. 8, when reinforcing the existing girder bridge girder 2 is mounted via sliding bearings 11, seismic intensity from the plurality of bridge pier 4 adjacent It is sufficient to select the bridge pier 4 higher than the bridge pier 4 to be connected and connect the selected bridge pier 4 and the bridge girder 2 by the cable 12. Thus , since the bridge pier 4 having high seismic strength is selected from the plurality of piers 4 as the bridge pier 4 to which the cable 12 is connected, the inertial force of the bridge girder 2 is transferred to the bridge pier 4 having high seismic strength via the cable 12. It is possible to selectively transmit it to facilitate seismic reinforcement of the entire bridge. Therefore, it is not necessary to reinforce or replace the existing bridge pier 4 whose seismic resistance is weak.

  Furthermore, in the case of a girder bridge having a plurality of bridge girders, the bridge girders may be connected by a cable. For example, as shown in FIG. 9, when the two bridge beams 2 are arranged side by side along the bridge axis direction Y, the bridge beams 2 are connected to each other by the inter-girder connecting cable 40. Each bridge girder 2 is connected to any one of the pair of abutments 3 via a cable 12. The other configuration is the same as that of FIG. As described above, since the two bridge girder 2 are mutually connected by the bridge girder connecting cable 40, when an earthquake occurs, the inertia force of the two bridge girder 2 is transmitted via the cable 12 and the damping damper 13 to the pair of abutments 3 It is possible to disperse in the same, and it is possible to exhibit high seismic resistance and damping performance.

  Similarly to the case of FIG. 9, as shown in FIG. 10, also in the case of the girder bridge 1 having the bridge girder 2 of three or more (four in FIG. 10), the adjacent girder 2 is connected by the inter-girder connecting cable 40 It suffices to connect. Each bridge girder 2 is connected via a cable 12 to any one of the pair of abutments 3 or bridge piers 4. The other configuration is the same as that of FIG. Even in such a case, the four bridge girder 2 are mutually connected by the bridge girder connecting cable 40. Therefore, when an earthquake occurs, the inertial force of the four bridge girder 2 is paired via the cable 12 and the damping damper 13. It is possible to disperse on the bridge 3 and the two bridge piers 4 and it is possible to exhibit high seismic resistance and damping performance.

  Furthermore, as shown in FIG. 11, also in the case of the girder bridge 41 having a pair of bridge girder 2A, 2B for upper and lower lines, the bridge girder 2A, 2B may be connected by the inter-girder connecting cable 40. That is, the bridge girder 2A for the up line and the bridge girder 2B for the down line are adjacent to each other in the width direction X and extend in parallel to the bridge axis direction Y. Each bridge girder 2A, 2B is supported by separate abutments 3 and bridge piers 4. The sliding bearings 11 are provided on the respective abutments 3 and the bridge piers 4. The vibration control damper 13 is provided between each bridge girder 2A, 2B and the bridge pier 4.

  Side surfaces of the bridge girder 2A, 2B are connected by a cross girder 42. Furthermore, the bridge girder 2A and 2B are mutually connected by the bridge girder connecting cable 40. The bridge girder connecting cables 40 are constructed so as to cross each other between adjacent bridge girder connecting cables 40. Since two adjacent bridge girder 2A and 2B for upper and lower lines are connected to each other by the inter-girder connecting cable 40 in this way, when an earthquake occurs, the two bridge girder 2A and 2B reinforce each other, 2 It is possible to disperse the inertia force of the bridge girder 2A, 2B in series to the total of four abutments 3 supporting the two bridge girder 2A, 2B via the cable 12 and the vibration control damper 13, high seismic resistance, vibration control It is possible to demonstrate performance.

  In addition, when one bridge girder is the existing bridge girder and the other bridge girder is the new bridge girder among the bridge girder 2A for the upstream line and the bridge girder 2B for the downstream line, the new bridge girder is the inter-girder connecting cable 40 and the transverse girder. It becomes possible to reinforce the existing bridge girder via girder 42. Therefore, it is not necessary to replace the existing bridge girder with the same one as the new bridge girder or to reinforce the existing bridge girder to have the same strength as the new bridge girder.

(Reference example)
In the above embodiment SL, as an embodiment of the present invention, a vibration damping apparatus 10 is shown an example of application to Ketakyo 1, as follows, as is reference example outside the scope of the present invention, the slip The above-mentioned damping device 10 provided with the bearing 11, the cable 12, and the damping damper 13 may be applied to the suspension bridge 50 shown in FIGS.

  The suspension bridge 50 shown in FIGS. 12 to 14 is a bridge constructed over a strait or a large river, and has a floor assembly 51 as an upper structure, and a stiffening girder 52 as a lower structure for supporting the upper structure. Abutment 53 and two main towers 54.

  The floor set 51 is provided between the abutments 53 on both sides and the main tower 54 and between the pair of main towers 54 respectively.

  On the lower surface of the floor assembly 51, as shown in FIGS. 13 to 14, a plurality of longitudinal beams 55a to 55d extending in the bridge axial direction Y are attached side by side in the width direction X. Of the stringers 55a to 55d, the stringer 55a is located on the outermost side in the width direction X, and the stringer 55d is located on the innermost side in the width direction X. The stringers 55 a to 55 d are connected by cross beams 59 extending in the width direction X. A plurality of cross beams 59 are arranged at equal intervals in the bridge axis direction Y.

  The stiffening girder 52 is a structure that supports the floor set 51 from below, and is formed of, for example, a hollow structure in which steel members are combined in a truss shape. The upper surface 52a of the stiffening girder 52 functions as a mounting surface on which the stringers 55a to 55d of the floor set 51 are mounted.

  The pair of abutments 53 are installed on the coast or the riverbank, and support both ends in the bridge axial direction Y of the stiffening girder 52 from below.

  The main tower 54 is a structure erected inside a strait or a river, and supports a main wire 56 for suspending the stiffening girder 52. Both ends of the main wire 56 are fixed by an anchorage 57 installed on the shore or the like. The main wire 56 is anchored near the top of the main tower 54 in the area between the two ends, and arches downward between the two main towers 54 and arches. The main wire 55 and the stiffening girder 52 are connected by a plurality of hanger ropes 58.

  With respect to the suspension bridge 50 configured as described above, the slide bearing 11, the cable 12, and the damping damper 13 that configure the damping device 10 are arranged as follows. In addition, since the structure of the components 11-13 of these damping devices 10 is the same as the structure shown by the said FIG. 1, description is abbreviate | omitted.

  The slide bearing 11 is provided between the longitudinal beams 55 a to 55 d of the floor set 51 and the upper surface 52 a of the stiffening beam 52. Specifically, the slide bearing 11 is disposed on the lower surface of the longitudinal beams 55 a to 55 d at all positions where the longitudinal beams 55 a to 55 d and the transverse beams 59 intersect.

  The cable 12 is connected to at least one of the pair of abutments 53 and the main tower 54 and the floor set 51, respectively. Specifically, in the floor assembly 51 located between the abutment 53 and the main tower 54, the cable 12 is installed between one end of the floor assembly 51 and the abutment 53, and the other end and the main A cable 12 is installed between the tower 54. In the floor set 51 located between the pair of main towers 54, cables 12 are installed between the respective ends of the floor set 51 on both sides and the main tower 54. The end of the cable 12 is connected to the floor assembly 51, the abutment 53, and the main tower 54 using the fixing portions 21 and 22 shown in FIGS.

  The cable 12 is connected to the floor assembly 51 at a position near the center of the floor assembly 51 in the width direction X, for example, near the center of the floor assembly 51 in the width direction X, at which the longitudinal girder 55 c is disposed. As a result, it is possible to reliably receive by the cable 12 the component of the bridge axial direction Y of the inertia force of the floor set 51 at the time of the occurrence of the earthquake.

  The slide bearing 11 near the center of the width direction X of the floor set 51, for example, near the center of the width direction X, is more reliably received by the cable 12 more reliably the component of the inertia force of the floor set 51 in the bridge axis direction Y. It is preferable to restrict horizontal movement in the width direction X of the slide bearing 11 disposed at the position of the longitudinal girder 55d.

  Furthermore, the vibration control damper 13 is connected to at least one of the pair of abutments 53 and the main tower 54 and the floor set 51 as in the case of the cable 12 described above. Specifically, the damping damper 13 is disposed between any one of the end portions of each floor set 51 and the abutment 53 or the main tower 54.

  When the damping device 10 is applied to the suspension bridge 50 as described above, the floor set 51 of the suspension bridge 50 is allowed to relatively displace relative to the stiffening girder 52 by the slide bearing 11 when an earthquake occurs. By the sliding friction between the first sliding plate 15 and the second sliding plate 16 (see FIG. 2) of the sliding bearing 11 and the damping action by the damping damper 13 while the floor set 51 is isolated. , The kinetic energy of the floor set 51 is attenuated. At the same time, the floor assembly 51 is provided with a restoring force toward the position before the earthquake occurrence to the floor assembly 51 according to the relative displacement of the cable 12 relative to the abutment 53 of the floor assembly 51 and the main tower 54 at the time of the earthquake occurrence. It is possible to restore the position before the earthquake. As a result, even in the suspension bridge 50 having a structure in which the seismic isolation bearing and the like can not be installed, the damping can be performed.

  In addition, the cable 12 may always apply a restoring force to the floor assembly 51 which is the upper structure in the direction of returning to the initial position. In this case, even if the floor assembly 51 receives external vibration due to wind or vehicles even if no earthquake occurs, the floor assembly 51 can be always restored to the initial position.

As described above, in the civil engineering structure such as a bridge provided with the upper structure and the lower structure, the vibration damping can be performed even in a civil engineering structure having a structure in which the seismic isolation bearing can not be installed. become.

As in the above embodiment , the application object of the present invention is a girder bridge which is a kind of civil engineering structure . However, as is reference example outside the scope of the present invention, sliding bearings 11, the cable 12 the vibration damping device 10 of which and with the vibration dampers 13, are in a structure with a superstructure Contact and lower structure the superstructure is undercarriage is widely applicable to a structure that supports from below, for example, not only the civil structures of bridges or the like, is also applicable to other structures such as a building structure.

For example, as a reference example, it is also possible to apply the damping device 10 of the above-mentioned embodiment to a building structure such as a large covered facility 60 shown in FIG.

  In the large covered facility 60 shown in FIG. 15, both ends of the roof 61 which is an upper structure such as a covered stadium or a large conference / exhibition facility are supported by a lower structure 62, and the central portion of the roof 61 Has a structure that is not supported anywhere.

  The lower structure 62 is a structure fixed to the ground G, and, for example, a base 63, a large annular annular peripheral structure 64, and a stand 65 provided along the inner peripheral side of the peripheral structure 64. Have. The roof 61 is arranged to cover the competition space 66 on the inner circumferential side of the stand 65 and the upper side of the stand 65.

  With respect to the large covered facility 60 configured as described above, the slide bearing 11, the cable 12, and the damping damper 13 that constitute the damping device 10 are arranged as follows. In addition, since the structure of the components 11-13 of these damping devices 10 is the same as the structure shown by the said FIG. 1, description is abbreviate | omitted.

  The sliding bearings 11 are provided at a plurality of locations in a state of being sandwiched between both ends of the roof 61 and a horizontal projecting portion 64 a at the upper end of the outer peripheral building 64. Thus, the roof 61 is supported by the sliding bearing 11 from below.

  The cable 12 and the damping damper 13 are provided in a plurality of places in a state of being stretched between the both end portions of the roof 61 and the vertically protruding portion 64 b of the upper end of the outer peripheral building 64. Specifically, it is preferable that the cable 12 and the damping damper 13 be provided radially at a plurality of locations around the roof 61. In this case, the cable 12 and the damping are resistant to earthquakes from any direction. The damper 13 can exhibit a damping function.

  When the damping device 10 is applied to the large-roofed facility 60 as described above, when the earthquake occurs, the sliding bearing 11 allows relative displacement of the roof 61 relative to the lower structure 62 in the horizontal direction. While isolation of the roof 61 is performed, the roof by the sliding friction between the first sliding plate 15 and the second sliding plate 16 (see FIG. 2) of the sliding bearing 11 and the damping action of the damping damper 13 Attenuates 61 kinetic energy. At the same time, the position of the roof 61 before the earthquake occurs by giving the roof 61 a restoring force toward the position before the earthquake occurrence according to the relative displacement of the roof 61 relative to the lower structure 62 at the time of the earthquake occurrence. It is possible to restore it. As a result, in a building structure such as a large-roofed facility 60 provided with a superstructure and a substructure, vibration can be suppressed even in a building structure having a structure in which a base isolation bearing can not be installed. Specifically, even if the installation space for seismic isolation support can not be secured near both ends of the roof 61, the roof 61 can be damped.

  Also in the large covered facility 60 as described above, the cable 12 may always provide a restoring force to the roof 61 which is the superstructure in the direction of returning to the initial position. In this case, it is possible to always restore the roof 61 to the initial position even when the roof 61 receives external vibration due to wind or the like even when no earthquake occurs.

1, 41 girder bridge 2 bridge girder 3 abutment 4 pier 10 damping device 11 slide bearing 12 cable 13 damping damper 15 first slide plate 16 second slide plate 50 suspension bridge 51 floor assembly 52 stiffening girder 53 abutment 54 main tower 60 large covered facility 61 roof 62 undercarriage

Claims (8)

A bridge girder, a pair of abutment for supporting the ends of the bridge axis direction of the bridge girder from below, the damping of the bridge girder in the girder bridge that includes a plurality of piers supporting the bridge girder from below between the pair of abutment Vibration control device for girder bridge that
It comprises a first sliding plate fixed to the upper surface of the abutment and the pier, and a second sliding plate fixed to the lower surface of the bridge deck while sliding movably contact with the first sliding plate and sliding bearings for supporting the bridge girder to allow a relative displacement in the horizontal direction with respect to the abutment and the abutment of the bridge girder,
The bridge girder is provided with a cable for giving the bridge girder a restoring force to a position before the occurrence of an earthquake according to a displacement of the bridge girder relative to the abutment and the bridge pier at the time of an earthquake occurrence .
The cable is connected to the abutment or the bridge pier higher in seismic resistance strength selected from the pair of abutments and the plurality of piers than the adjacent bridge abutment.
Vibration control device of girder bridge . The cable is installed between the abutment or the bridge pier and the bridge girder in a pre-tensioned state.
The damping device of the girder bridge according to claim 1. Tension of the cable, the bridge girder is that the cable even when the distance between the cable connecting position of the abutment or the pier with cable connecting position of the bridge girder when stretched by thermal expansion under a high temperature environment becomes smaller It is set to a tension that does not go slack.
The damping device of the girder bridge according to claim 2. The tension, even when the girder is the distance between the cable connecting position of the abutment or the pier with cable connecting position of the bridge girder when contracted by thermal shrinkage under a low temperature environment is increased, the strain of the cable Is set to a tension that does not reach the breakdown region of the cable,
The damping device of the girder bridge according to claim 2. The bridge further includes a damper that connects the abutment or the bridge pier to the bridge girder and damps kinetic energy of the bridge girder at the time of an earthquake occurrence using a fluid resistance.
The damping device of the girder bridge according to any one of claims 1 to 4. The cable has a function of holding the bridge girder so as not to fall from above the abutment and the bridge pier when an earthquake occurs.
The damping device of the girder bridge according to any one of claims 1 to 5. The cable always exerts a restoring force on the bridge girder in the direction of returning to the initial position,
The damping device of the girder bridge according to any one of claims 1 to 6 . A method of reinforcing an existing girder bridge in which a girder is mounted via slide bearings on an abutment and a plurality of bridge piers,
From the plurality of bridge piers, select the bridge pier whose seismic strength is higher than that of the adjacent bridge piers ,
Complement strong Way Method girder bridge, which comprises connecting the with the selected pier girder by a cable.

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