CN113308987A - Steel damping support with space universality - Google Patents
Steel damping support with space universality Download PDFInfo
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- CN113308987A CN113308987A CN202110646933.8A CN202110646933A CN113308987A CN 113308987 A CN113308987 A CN 113308987A CN 202110646933 A CN202110646933 A CN 202110646933A CN 113308987 A CN113308987 A CN 113308987A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
- E01D19/042—Mechanical bearings
Abstract
The invention relates to a steel damping support with spatial universality, which comprises: a support module: the spherical cap component is movably contacted with the top plate and has a degree of freedom along the transverse direction; the shock time limiting module: the spherical cap component comprises a first transmission rib plate, a second transmission rib plate, a first rod-shaped damping unit and a second rod-shaped damping unit, wherein the first transmission rib plate and the second transmission rib plate are respectively arranged along the longitudinal direction and the transverse direction, and two ends of the first transmission rib plate are respectively connected with the middle parts of the spherical cap component and the first rod-shaped damping unit. Compared with the prior art, the invention can adapt to various installation space scenes in a bridge engineering supporting system, and can selectively provide large-tonnage damping force according to the vibration control requirement (whether the vibration control direction and the vertical direction provide a limit function).
Description
Technical Field
The invention belongs to the technical field of damping structures, and relates to a steel damping support with spatial universality.
Background
The bridge seismic isolation and reduction technology can effectively avoid the major structure of the bridge from being seriously damaged in the earthquake. The controllable seismic behavior is the basic technical requirement for series seismic isolation and reduction devices. When the seismic isolation device is applied to engineering, strong space adaptability and good engineering practicability are further basic requirements for the seismic isolation device.
Chinese patents CN202954294U and CN201485785U successively disclose a bidirectional damping energy dissipation basin-type support and an elastic-plastic beam-falling prevention spherical steel support, in which the former occupies a large planar space due to the epsilon-shaped damping units, and the latter occupies a large vertical space due to the elastic-plastic columns, and the root of the damping units is difficult to anchor, and the problem is more prominent when the elastic-plastic columns are higher. In addition, the space occupation problem is more prominent for the condition of providing higher tonnage damping force and larger stroke displacement. Therefore, the two devices are limited to different degrees when applied in different engineering scenes.
Disclosure of Invention
The invention aims to provide a steel damping support with spatial universality, which has good engineering practicability on the premise of meeting the basic technical requirement of controllable and predictable seismic behaviors of related devices.
The purpose of the invention can be realized by the following technical scheme:
a steel damping support with spatial universality comprises:
a support module: the spherical cap component is movably contacted with the top plate and has a degree of freedom along the transverse direction;
the shock time limiting module: the spherical crown component and the second rod-shaped damping unit are respectively connected with two ends of the first transmission rib plate, the spherical crown component and the second rod-shaped damping unit are respectively connected with two ends of the second transmission rib plate, two ends of the first rod-shaped damping unit are movably connected with the bottom plate, and two ends of the second rod-shaped damping unit are movably connected with the top plate.
Furthermore, a first clamping groove and a second clamping groove are respectively arranged on the bottom plate and the top plate, and the end parts of the first rod-shaped damping unit and the second rod-shaped damping unit respectively extend into the first clamping groove and the second clamping groove and are respectively spaced from the inner wall surfaces of the first clamping groove and the second clamping groove.
Furthermore, the first rod-shaped damping unit and the second rod-shaped damping unit are integrally processed by an equal-diameter connecting section positioned in the middle, a variable cross-section curve section symmetrically arranged at two ends of the equal-diameter connecting section, an equal-diameter transition section and an end ball head.
Further, the first rod-shaped damping unit and the second rod-shaped damping unit are respectively and symmetrically arranged by taking the spherical cap component as a center, and one or more first rod-shaped damping units and one or more second rod-shaped damping units are respectively arranged in each direction along the longitudinal direction and the transverse direction.
Further, the first rod-shaped damping unit and the second rod-shaped damping unit are located on the same horizontal plane, or the first rod-shaped damping unit and the second rod-shaped damping unit are stacked in the vertical direction.
Further, a sliding contact pair consisting of a first slideway along the longitudinal direction and a first slide block which is matched and arranged on the first slideway in a sliding way is arranged between the bottom plate and the spherical cap component.
Further, a sliding contact pair consisting of a second slide way along the transverse direction and a second slide block which is arranged on the second slide way in a matched and sliding mode is arranged between the top plate and the spherical cap component.
Furthermore, the sections of the first slideway and the second slideway are respectively independent in rectangular or T shape.
Further, the upper part and the lower part of the spherical cap component are respectively provided with a spherical cap cover plate and a spherical cap supporting plate, the bottom plate and the spherical cap supporting plate are in movable contact and have a degree of freedom along the longitudinal direction, the spherical cap cover plate and the top plate are in movable contact and have a degree of freedom along the transverse direction, at the moment, the end part of the first transmission rib plate is connected with the spherical cap supporting plate, and the end part of the second transmission rib plate is connected with the spherical cap cover plate.
Furthermore, the spherical cap component is arranged between the spherical cap supporting plate and the spherical cap cover plate through spherical contact and plane contact respectively.
Furthermore, the first transmission ribbed plate and the second transmission ribbed plate are also provided with stiffening ribbed plates for reinforcing connection.
Compared with the prior art, the invention has the following advantages:
the space adaptability and the engineering practicability are stronger, the rod-shaped damping units in the two directions can be arranged in an extending and unfolding mode along the horizontal direction, the rod-shaped damping units can also be arranged in a stacking mode along the vertical direction, and the rod-shaped damping units respectively have the technical advantages of saving the vertical space and the horizontal space.
And secondly, a plurality of rod-shaped damping units can be arranged according to the function requirement of the anti-seismic target without remarkably increasing the occupied space, so that the large-tonnage damping force is provided.
And on the premise of not influencing the mechanical behavior of the damping element during earthquake, the vertical limiting function can be provided, and the phenomenon that the bridge in a high-intensity area is thrown and shocked on the beam body under the vertical earthquake motion effect is effectively avoided.
Fourthly, the boundary connection effect of the damping units is better, and the reliability is higher. Because the rod-shaped damping unit is designed and processed in an integrated manner, the technical problems that the root of the original cantilever structure is difficult to anchor and the like are solved.
Drawings
FIG. 1 is a schematic three-dimensional structure of a steel damping mount according to example 1;
FIG. 2 is a three-dimensional structure diagram of a part of a steel damping support in example 1 from one of the viewing angles;
FIG. 3 is a schematic three-dimensional structure of a steel damping mount in example 1 from another perspective;
FIG. 4 is a schematic three-dimensional structure of a part of the steel damping mount in embodiment 1;
FIG. 5 is a schematic half-sectional view of a steel damping mount according to example 1 from one of its views;
FIG. 6 is a schematic half-sectional view of a steel damping mount according to example 1 from another perspective;
FIG. 7 is a schematic structural diagram and force diagram of the rod-shaped damping unit in example 1;
FIG. 8 is a three-dimensional structural diagram of a part of a steel damping support in example 2 from one of the viewing angles;
FIG. 9 is a schematic three-dimensional structure of a steel damping mount according to another perspective in example 2;
FIG. 10 is a schematic three-dimensional structure of a part of a steel damping mount in example 3 from one of the viewing angles;
FIG. 11 is a schematic three-dimensional structure of a steel damping mount according to another perspective in example 3;
FIG. 12 is a side view from one of the perspectives of a steel damping mount in example 3;
FIG. 13 is a side view from another perspective of the steel damping mount of example 3;
FIG. 14 is a side view from one of the perspectives of a steel damping mount of example 4;
FIG. 15 is a side view of the steel damping mount of example 4 from another perspective;
the notation in the figure is:
1-sole plate, 2-spherical cap pallet, 3-spherical cap component, 4-spherical cap cover plate, 5-top plate, 6-first rod-shaped damping unit, 7-second rod-shaped damping unit, 8-stiffening rib, 11-first clamping groove, 12-first rectangular slideway, 13-first concave slideway, 21-first transmission rib, 22-first rectangular slide block, 23-first convex slide block, 41-second transmission rib, 42-second rectangular slide block, 43-second convex slide block, 51-second clamping groove, 52-second rectangular slideway, 53-second concave slideway, 61-end ball head, 62-equal straight transition section, 63-variable cross section curve section, 64-equal straight connection section.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments. The present embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation manner and a specific operation process are given, but the scope of the present invention is not limited to the following embodiments.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "vertical", "horizontal", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the following embodiments or examples, functional components or structures that are not specifically described are all conventional components or structures used in the art to achieve the corresponding functions.
In a bridge structure supporting system, the supporting requirements generally along the bridge direction and the transverse bridge direction are different, and for a support member, the support member can be basically divided into a movable type (a bidirectional movable type and a unidirectional movable type) and a fixed type along the above directions. The forward direction refers to the forward bridge direction along the bridge, and the transverse direction refers to the transverse bridge direction along the bridge.
In order to adapt to various installation space scenes and the like in a bridge engineering supporting system, the invention provides a steel damping support with spatial universality, the structure of which is shown in figures 1 to 6 and figures 8 to 11, and the like, and the steel damping support comprises:
a support module: the spherical cap component comprises a bottom plate 1, a top plate 5 and a spherical cap component 3, wherein the bottom plate 1 and the spherical cap component 3 are in movable contact and have freedom degrees along the longitudinal direction, and the spherical cap component 3 and the top plate 5 are in movable contact and have freedom degrees along the transverse direction;
the shock time limiting module: the damping device comprises a first transmission rib plate 21, a second transmission rib plate 41, a first rod-shaped damping unit 6 and a second rod-shaped damping unit 7, wherein the first transmission rib plate 21 and the second transmission rib plate 41 are respectively arranged along the longitudinal direction and the transverse direction, two ends of the first transmission rib plate 21 are respectively connected with the middle parts of the spherical crown component 3 and the first rod-shaped damping unit 6, two ends of the second transmission rib plate 41 are respectively connected with the spherical crown component 3 and the second rod-shaped damping unit 7, two ends of the first rod-shaped damping unit 6 are movably connected with the bottom plate 1, and two ends of the second rod-shaped damping unit 7 are movably connected with the top plate 5.
In some embodiments, referring to fig. 1 and the like, a first locking groove 11 and a second locking groove 51 are respectively formed on the bottom plate 1 and the top plate 5, and ends of the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 respectively extend into the first locking groove 11 and the second locking groove 51 and are spaced from inner wall surfaces of the first locking groove 11 and the second locking groove 51 respectively. More preferably, in the case of the bidirectional movable support, a gap of 1 to 3cm is reserved between the end ball 61 of the first rod-shaped damping unit 6 and the first slot 11 along the first slideway direction, and a gap of 1 to 3cm is reserved between the end ball 61 of the second rod-shaped damping unit 7 and the second slot 51 along the first slideway direction; for the case of the unidirectional movable support, a gap of 1-3 cm is reserved between the end ball 61 of the first rod-shaped damping unit 6 and the first clamping groove 11 along the first slideway direction; in the case of the fixed-type cradle, all the above-mentioned gaps are set to 0 cm.
More specifically, referring to fig. 7a again, the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are integrally formed by an equal-straight connecting section 64 located in the middle, and a variable-section curved section 63, an equal-straight transition section 62 and an end ball 61 symmetrically arranged at two ends of the equal-straight connecting section 64. Here, the variable section curve section 63 is designed based on the principle of equal strain, that is, when the first rod-shaped damping unit 6 and the like are deformed, the strain distribution of the variable section curve section 63 is uniform, and the following documents can be referred to for the relevant structural performance and the like: 【1】 Gao, H., & Wang, J.research on Differences between Cylindrical and E-Shaped modems for the Bidirectional semiconductor Control [ J ]. Journal of Bridge Engineering,2020, Vol.25(4): 04020008. Likewise, the second rod-like damping unit 7 can also be referred to as designed.
More preferably, referring to fig. 7b again, the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are applied with a triangular bending moment under the action of earthquake, the middle bending moment is the largest, and the corresponding area is the largest diameter of the variable cross-section curve section 63, i.e. the diameter of the equal straight connecting section 64. The bending moment at the two ends is minimum, and the corresponding area is the end ball 61.
In some embodiments, please refer to fig. 1 and so on, the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are symmetrically arranged with the spherical cap component 3 as the center, and one or more than one first rod-shaped damping unit 6 and one second rod-shaped damping unit 7 are respectively arranged in each direction along the longitudinal direction and the transverse direction, and at this time, refer to fig. 8 to 11 and so on.
In some embodiments, the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are located on the same horizontal plane, or the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are stacked in the vertical direction.
In some embodiments, please refer to fig. 4 and so on, a sliding contact pair composed of a first slideway along the longitudinal direction and a first sliding block arranged on the first slideway in a matching and sliding manner is arranged between the bottom plate 1 and the spherical cap component 3.
In some embodiments, please refer to fig. 4 and so on, a sliding contact pair composed of a second slide way along the transverse direction and a second slide block matched and slidably arranged on the second slide way is arranged between the top plate and the spherical cap component 3.
More specifically, the cross sections of the first slide and the second slide are respectively and independently rectangular or T-shaped, at this time, the first slide and the second slide are respectively a first rectangular slide 1212 and a second rectangular slide 52, and the first slider and the second slider are respectively a first rectangular slider 22 and a second rectangular slider 42, which form a non-tensile contact pair, please refer to fig. 12 and 13; when the cross section (i.e. the contact section of the slide and the slide block) is T-shaped, the first slide and the second slide are respectively the first concave slide 13 and the second concave slide 53, and the first slide and the second slide are respectively the first convex slide 23 and the second convex slide 43, please refer to fig. 14 to 15. Meanwhile, a tensile contact pair consisting of the first concave slideway 13 and the first convex sliding block 23, and a tensile contact pair consisting of the second concave slideway 53 and the second convex sliding block 43 are arranged, so that the vertical tensile resistance function of the steel damping support can be realized, and the function is realized by an operation supporting module, and is independent from the function of the limiting module during vibration without mutual influence.
In some embodiments, please refer to fig. 1 to 6, etc., a spherical cap cover plate 4 and a spherical cap support plate 2 are respectively disposed above and below the spherical cap assembly 3, the bottom plate 1 and the spherical cap support plate 2 are in movable contact and have a degree of freedom along a longitudinal direction, the spherical cap cover plate 4 and the top plate 5 are in movable contact and have a degree of freedom along a transverse direction, at this time, an end of the first transmission rib plate 21 is connected to the spherical cap support plate 2, and an end of the second transmission rib plate 41 is connected to the spherical cap cover plate 4.
Further, the spherical cap assembly 3 is disposed between the spherical cap plate 2 and the spherical cap cover plate 4 by spherical contact and planar contact, respectively. Specifically, the spherical crown component 3 and the spherical crown supporting plate 2 are in spherical contact, and a spherical friction pair is arranged, so that spherical rotation similar to spherical hinge is performed to adapt to the corner deformation of the upper structure of the bridge structure (which is one of the basic requirements for the support member and adapts to the corner). In addition, if the support is required to have vertical tensile strength, the spherical crown component 3 and the spherical crown cover plate 4 are required to be fixedly connected (both horizontal and vertical are fixedly connected), and if the support is not required to have vertical tensile strength, the spherical crown component 3 and the spherical crown cover plate 4 can be partially movably connected (the vertical is movably connected, and the horizontal direction is fixedly connected) or fixedly connected.
In some embodiments, referring again to fig. 9 and the like, the first transmission rib 21 and the second transmission rib 41 are further provided with a stiffening rib 8 for reinforcing the connection.
In the above embodiments, two or more first rod-shaped damping units 6 may be arranged side by side along the first slideway, i.e. a damping force with a higher tonnage can be provided without significantly increasing the occupied space. Similarly, the two rod-shaped damping units 7 can be arranged side by side along the second slideway, and can also be a plurality of rod-shaped damping units, i.e. a damping force with higher tonnage can be provided without obviously increasing the occupied space. The rod-shaped damping units in the two slide ways can be arranged in an extending and unfolding mode along the horizontal direction, and the vertical space occupied by the steel damping support in the implementation mode is small; the steel damping supports can also be arranged in a stacked mode in the vertical direction, and the planar space occupied by the steel damping supports in the embodiment mode is small. Therefore, the steel damping support in each embodiment of the invention has good spatial universality for various installation scenes in a bridge engineering supporting system.
The above embodiments may be implemented individually, or in any combination of two or more.
When the support with spatial universality is applied, taking a bridge engineering carrier as an example, under the normal use state of a bridge structure, the spherical surface contact of the spherical crown component 3 and the spherical crown supporting plate 2 meets the requirement of the beam end rotational displacement of the bridge structure, and the plane contact of the bottom plate 1 and the spherical crown supporting plate 2 or the plane contact of the spherical crown cover plate 4 and the top plate 5 meets the requirement of the beam end translational displacement of the bridge structure; under the action of an earthquake, the transmission rib plate transmission rod-shaped damping unit is subjected to plastic deformation along the designated direction, so that the earthquake energy is dissipated, and the requirement of beam body earthquake limiting is met.
According to the invention, the first slide way and the second slide way can be selectively arranged according to the supporting requirements of the bridge structure along the bridge direction and the transverse bridge direction.
In the invention, for the movable support, the relative displacement requirement is met by reserving a gap (gap amount is equal to the movable displacement of the support) between the clamping groove and the end ball 61 of the rod-shaped damping unit along the specified direction; in the case of a fixed-type mount, the aforementioned amount of clearance is set to zero, providing the target strength and rigidity of the mount member through the elastic working range of the rod-shaped damping unit.
The invention can selectively provide the function of vertical limit of the beam body, and provides the vertical tensile function by arranging the convex and concave tensile contact pairs at the first slideway and the second slideway simultaneously. The realization of the function is completed by the support operation supporting module, the earthquake mechanical behavior (plastic deformation along the designated direction) of the bar-shaped damping unit in the earthquake time limiting module can not be interfered, and the controllability and the predictability are stronger.
The above embodiments will be described in more detail with reference to specific examples.
Example 1:
in order to adapt to various installation space scenes and the like in a bridge engineering supporting system, the embodiment provides a steel damping support with spatial universality, and the structure of the steel damping support is shown in fig. 1 to 6 and the like, and the steel damping support comprises:
a support module: the spherical cap component comprises a bottom plate 1, a top plate 5 and a spherical cap component 3, wherein the bottom plate 1 and the spherical cap component 3 are in movable contact and have freedom degrees along the longitudinal direction, and the spherical cap component 3 and the top plate 5 are in movable contact and have freedom degrees along the transverse direction;
the shock time limiting module: the damping device comprises a first transmission rib plate 21, a second transmission rib plate 41, a first rod-shaped damping unit 6 and a second rod-shaped damping unit 7, wherein the first transmission rib plate 21 and the second transmission rib plate 41 are respectively arranged along the longitudinal direction and the transverse direction, two ends of the first transmission rib plate 21 are respectively connected with the middle parts of the spherical crown component 3 and the first rod-shaped damping unit 6, two ends of the second transmission rib plate 41 are respectively connected with the spherical crown component 3 and the second rod-shaped damping unit 7, two ends of the first rod-shaped damping unit 6 are movably connected with the bottom plate 1, and two ends of the second rod-shaped damping unit 7 are movably connected with the top plate 5. In the present invention, the spherical cap assembly 3 may be formed of a spherical cap-shaped block.
Referring to fig. 1 and the like, a first locking groove 11 and a second locking groove 51 are respectively formed on the bottom plate 1 and the top plate 5, and ends of the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 respectively extend into the first locking groove 11 and the second locking groove 51 and are spaced from inner wall surfaces of the first locking groove 11 and the second locking groove 51. A gap of 1-3 cm is reserved between the end ball 61 of the first rod-shaped damping unit 6 and the first clamping groove 11 along the first slideway direction, and a gap of 1-3 cm is reserved between the end ball 61 of the second rod-shaped damping unit 77 and the second clamping groove 51 along the first slideway direction.
Referring to fig. 7a again, the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are integrally formed by an equal-straight connecting section 64 located in the middle, and a variable-section curved section 63, an equal-straight transition section 62 and an end ball 61 symmetrically arranged at two ends of the equal-straight connecting section 64. Here, the varied section curve section 63 is designed based on the principle of equal strain, that is, when the first rod-shaped damping unit 6 and the like are deformed, the strain distribution of the varied section curve section 63 is uniform. Referring to fig. 7b again, the first rod-shaped damping unit 66 and the second rod-shaped damping unit 77 are shown as a triangle with the largest bending moment in the middle part under the action of earthquake, and the corresponding area is the maximum diameter of the variable cross-section curve section 63, i.e. the diameter of the equal-straight connecting section 64. The bending moment at the two ends is minimum, and the corresponding area is the end ball 61.
Referring to fig. 1 and the like again, the first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are symmetrically arranged with the spherical cap assembly 3 as the center. The first rod-shaped damping unit 6 and the second rod-shaped damping unit 7 are located on the same horizontal plane, i.e. extend and spread in the horizontal direction in an orthogonal manner.
Referring to fig. 4 and the like, a sliding contact pair composed of a first slideway along the longitudinal direction and a first slide block arranged on the first slideway in a matching and sliding manner is arranged between the bottom plate 1 and the spherical cap component 3.
Referring to fig. 4 and the like, a sliding contact pair composed of a second slideway along the transverse direction and a second sliding block arranged on the second slideway in a matching and sliding manner is arranged between the top plate and the spherical cap component 3.
In this embodiment, the cross sections of the first slideway and the second slideway are both rectangular, and at this time, the first slideway and the second slideway are respectively a first rectangular slideway 1212 and a second rectangular slideway 52, and the first slider and the second slider are respectively a first rectangular slider 22 and a second rectangular slider 42, which constitute a non-tensile contact pair.
Referring to fig. 1 to 6, a spherical cap cover plate 4 and a spherical cap support plate 2 are respectively disposed above and below the spherical cap assembly 3, the bottom plate 1 and the spherical cap support plate 2 are in movable contact with each other and have a degree of freedom along a longitudinal direction, the spherical cap cover plate 4 and the top plate 5 are in movable contact with each other and have a degree of freedom along a transverse direction, at this time, an end of the first transmission rib plate 21 is connected to the spherical cap support plate 2, and an end of the second transmission rib plate 41 is connected to the spherical cap cover plate 4. The spherical cap component 3 is arranged between the spherical cap supporting plate 2 and the spherical cap cover plate 4 through spherical contact and plane contact respectively. The spherical crown component 3 is in spherical contact with the spherical crown supporting plate 2, and a spherical friction pair is arranged, so that spherical rotation similar to spherical hinge is performed to adapt to the corner deformation of the upper structure of the bridge structure (which is one of the basic requirements for the support member and adapts to the corner). In addition, if the support is required to have vertical tensile strength, the spherical crown component 3 and the spherical crown cover plate 4 are required to be fixedly connected (both horizontal and vertical are fixedly connected), and if the support is not required to have vertical tensile strength, the spherical crown component 3 and the spherical crown cover plate 4 can be partially movably connected (the vertical is movably connected, and the horizontal direction is fixedly connected) or fixedly connected.
Referring to fig. 9, the first transmission rib 21 and the second transmission rib 41 are further provided with a stiffening rib 8 for reinforcing the connection.
This embodiment can provide a specified amount of damping force in two mutually orthogonal directions, which correspond to the forward and transverse bridge directions of the bridge structure, respectively. Seismic motion at any angle can be resolved into these two directions. Under the action of earthquake, the earthquake component along the first slide way causes the first rectangular slide way 12 and the first rectangular slide block 22 to slide along the slide way sliding direction, because the middle part of the first rod-shaped damping unit 6 is connected with the auxiliary structure of the first rectangular slide block 22, the two end parts of the first rod-shaped damping unit 6 are connected with the auxiliary structure of the first rectangular slide way 12, and the first rectangular slide way 12 and the first rectangular slide block 22 slide along the slide way sliding direction causes the first rod-shaped damping unit 6 to deform according to the stress mode in fig. 7, thereby providing damping force. The earthquake component along the second slide way causes the second rectangular slide way 52 and the second rectangular slide block 42 to slide along the slide way sliding direction, and since the middle part of the second rod-shaped damping unit 7 is connected with the attachment structure of the second rectangular slide block 42, and the two end parts of the second rod-shaped damping unit 7 are connected with the attachment structure of the second rectangular slide way 52, the second rectangular slide way 52 and the second rectangular slide block 42 slide along the slide way sliding direction causes the second rod-shaped damping unit 7 to deform according to the force-receiving mode in fig. 7, and provides damping force. The forces applied to the first sliding system and the first rod-shaped damping unit 6 and the forces applied to the second sliding system and the second rod-shaped damping unit 7 are not interfered with each other, so that the embodiment can provide damping force with specified magnitude along two specified orthogonal directions to adapt to seismic action in any direction.
Example 2:
referring to fig. 8 to 9, the present embodiment provides a steel damping mount with spatial universality, which is a vertical space-saving type two-way movable type mount providing a higher tonnage damping force.
Unlike embodiment 1, the first rod-shaped damper units 6 are provided in two in parallel in the first slide direction and symmetrically provided on both sides of the spherical cap unit 3, and the second rod-shaped damper units 7 are provided in two in parallel in the second slide direction and symmetrically provided on both sides of the spherical cap unit 3. The first rod-shaped damper unit 6 and the second rod-shaped damper unit 7 are extended and developed in a perpendicular manner in the horizontal direction.
Example 3:
referring to fig. 10 to 11, the present embodiment provides a steel damping mount with spatial universality, which is a bidirectional movable mount providing a higher tonnage damping force in a horizontal space saving type.
Unlike embodiment 2, in the present embodiment, the first rod-shaped damping units 6 and the second rod-shaped damping units 7 are stacked in the vertical direction in an orthogonal manner.
Example 4:
referring to fig. 14-15, the present embodiment provides a steel damping support with spatial universality, which is a horizontal space-saving type two-way movable support providing higher tonnage damping force and having a vertical anti-pulling function.
In contrast to embodiment 3, in this embodiment, the tensile contact-to-contact connection between the spherical cap supporting plate 2 and the bottom plate 1 is formed by the first concave slideway 13 and the first convex slider 23. The tensile contact pair contact connection between the spherical cap cover plate 4 and the top plate 5 is composed of a second concave slideway 53 and a second convex slide block 43. Meanwhile, tensile contact pairs are arranged at the first slide way and the second slide way simultaneously, so that the vertical tensile pulling-resistant function of the steel damping support in the example can be realized, the function is realized by the operation support module, the function is independent from the function of the limiting module during earthquake and is not interfered with each other, and the controllability of related mechanical behaviors is higher.
The embodiments described above are described to facilitate an understanding and use of the invention by those skilled in the art. It will be readily apparent to those skilled in the art that various modifications to these embodiments may be made, and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the above embodiments, and those skilled in the art should make improvements and modifications within the scope of the present invention based on the disclosure of the present invention.
Claims (10)
1. A steel damping support that possesses spatial universality, its characterized in that includes:
a support module: the spherical cap component is movably contacted with the top plate and has a degree of freedom along the transverse direction;
the shock time limiting module: the spherical crown component and the second rod-shaped damping unit are respectively connected with two ends of the first transmission rib plate, the spherical crown component and the second rod-shaped damping unit are respectively connected with two ends of the second transmission rib plate, two ends of the first rod-shaped damping unit are movably connected with the bottom plate, and two ends of the second rod-shaped damping unit are movably connected with the top plate.
2. The steel damping support with spatial universality according to claim 1, wherein a first slot and a second slot are respectively arranged on the bottom plate and the top plate, and the ends of the first rod-shaped damping unit and the second rod-shaped damping unit respectively extend into the first slot and the second slot and are respectively spaced from the inner wall surfaces of the first slot and the second slot.
3. The steel damping support with spatial universality according to claim 2, characterized in that the first rod-shaped damping unit and the second rod-shaped damping unit are integrally processed by an equal-straight connecting section in the middle, and a variable-section curve section, an equal-straight transition section and an end ball head which are symmetrically arranged at two ends of the equal-straight connecting section.
4. The steel damping support with spatial universality according to claim 1, characterized in that the first rod-shaped damping units and the second rod-shaped damping units are respectively arranged with the spherical crown component as a center, and one or more than one rod-shaped damping units are respectively arranged in each direction along the longitudinal direction and the transverse direction.
5. The steel damping support with spatial universality according to claim 1, characterized in that the first rod-shaped damping units and the second rod-shaped damping units are positioned on the same horizontal plane, or the first rod-shaped damping units and the second rod-shaped damping units are stacked in the vertical direction.
6. The steel damping support with spatial universality according to claim 1, characterized in that a sliding contact pair consisting of a first slideway along the longitudinal direction and a first slide block which is matched and slidably arranged on the first slideway is arranged between the bottom plate and the spherical cap component;
and a sliding contact pair consisting of a second slide way along the transverse direction and a second slide block which is arranged on the second slide way in a matching and sliding manner is arranged between the top plate and the spherical cap component.
7. The steel damping support with spatial universality according to claim 6, characterized in that the cross sections of the first slideway and the second slideway are respectively independent rectangular or T-shaped.
8. The steel damping support with spatial universality according to claim 1, wherein a spherical cap cover plate and a spherical cap supporting plate are respectively arranged above and below the spherical cap assembly, the bottom plate and the spherical cap supporting plate are in movable contact and have freedom degrees along the longitudinal direction, the spherical cap cover plate and the top plate are in movable contact and have freedom degrees along the transverse direction, at this time, the end of the first transmission rib plate is connected with the spherical cap supporting plate, and the end of the second transmission rib plate is connected with the spherical cap cover plate.
9. The spatially-compliant steel damping mount as claimed in claim 8, wherein said spherical cap component is disposed between said spherical cap plate and said spherical cap cover plate by spherical contact and planar contact, respectively.
10. The steel damping support with spatial universality according to claim 1, characterized in that the first transmission rib plate and the second transmission rib plate are further provided with stiffening rib plates for reinforcing connection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110646933.8A CN113308987A (en) | 2021-06-10 | 2021-06-10 | Steel damping support with space universality |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110646933.8A CN113308987A (en) | 2021-06-10 | 2021-06-10 | Steel damping support with space universality |
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| Publication Number | Publication Date |
|---|---|
| CN113308987A true CN113308987A (en) | 2021-08-27 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110646933.8A Pending CN113308987A (en) | 2021-06-10 | 2021-06-10 | Steel damping support with space universality |
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| Country | Link |
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| CN (1) | CN113308987A (en) |
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2021
- 2021-06-10 CN CN202110646933.8A patent/CN113308987A/en active Pending
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Address after: 200092 Siping Road 1239, Shanghai, Yangpu District Applicant after: TONGJI University Applicant after: Shanghai Material Research Institute Co.,Ltd. Address before: 200092 Siping Road 1239, Shanghai, Yangpu District Applicant before: TONGJI University Applicant before: SHANGHAI Research Institute OF MATERIALS |