CN215051998U - Novel energy-consuming and shock-absorbing type inter-tower linkage structure of framing tower-connected cable-stayed bridge - Google Patents

Abstract

The utility model relates to a novel energy-consuming and shock-absorbing connecting structure between tower and cable-stayed bridge towers in a framing manner, which comprises a bridge tower bearing platform, wherein a bridge tower column is fixed on the bridge tower bearing platform, the bridge tower column is divided into an upper tower column and a lower tower column by a bridge tower cross beam arranged on the bridge tower column, and the bottom ends of two bridge towers are connected through a combined structure bearing platform beam; an inter-tower steel box diagonal brace is arranged between tower limbs of the lower tower column to enable two bridge towers to form local connection; and a steel bracket is arranged on the tower column at the beam position of the bridge tower, and a damper is arranged between the two bridge towers through the steel bracket. The utility model provides a framing allies oneself with tower structural style on the basis that does not influence bridge tower construction cycle, does not increase the construction degree of difficulty, makes the bridge tower horizontal bridge reduce to seismic response by a wide margin, very big improvement the anti-seismic performance and security, the economic nature of bridge tower.

Description

Novel energy-consuming and shock-absorbing type inter-tower linkage structure of framing tower-connected cable-stayed bridge

Technical Field

The utility model relates to a bridge construction technical field, concretely relates to novel contact structure between power consumption shock attenuation formula framing antithetical couplet tower cable-stay bridge tower.

Background

The large-span cable bearing bridge is widely applied to crossing deep valleys and large rivers and meeting the increasing traffic and transportation requirements, and mainly comprises a cable-stayed bridge, a suspension bridge, a cable-stayed suspension combined system and the like with unique advantages. Wherein, lie in 200 and once more 800m span ranges, the cable-stayed bridge has very good economic efficiency, and compared with suspension bridge, its vertical rigidity, torsional rigidity are great, the stability of anti-wind vibration is good, the construction difficulty is low, therefore get the rapid development in nearly 20 years.

With the rapid development of cities and the rapid increase of traffic volume, newly-built roads are wider and wider, and more bridges adopt double-width design. Compared with an integral single-amplitude cable-stayed bridge, the double-amplitude cable-stayed bridge can meet the traffic demands of more lanes, can solve the mechanical problem of bridge deck width limitation, has a spacious visual effect and good driving conditions, and is favored in recent years.

The general engineering investment of the framing cable-stayed bridge is large, the construction period is long, and once the bridge tower serving as a main bearing structure is seriously damaged in an earthquake, the bridge tower is extremely difficult to repair; therefore, it is required that the pylons and foundations should remain substantially elastic even under the action of rare earthquakes. In the engineering practice of earthquake-proof design, it is found that the transverse bridge earthquake response of a bridge tower structure is often the key for controlling the design of the bridge tower, and the structural form and the connection mode of the bridge tower are particularly important for the bridge tower of the framing cable-stayed bridge.

At present, the bridge tower of the framing cable-stayed bridge mainly has three forms. The tower column is a separated tower column, namely two bridges, the bridge columns are basically not mutually connected, two independent cable-stayed bridges are essentially adopted, although the stress is definite, the anti-seismic design is still designed according to a single bridge column, the section size of the tower column is generally larger, and the economic index is usually higher. The second is a double local connection bridge tower, namely, the lower beams of the two bridge towers are connected by arranging inter-tower beams, or the whole lower tower limbs are locally connected, and the middle and upper tower limbs are completely separated; in the bridge tower form, because the transverse connection is arranged between two bridge towers, the transverse rigidity of the bridge tower is increased, and compared with a single bridge, the transverse bridge-to-seismic response of a bridge tower foundation can be obviously reduced, but correspondingly, when the transverse earthquake acts, the seismic response of the cross beam between the towers and the bottom of the upper tower column is larger, and larger section size is needed; and the local connection construction of the cross beam between the towers and the lower tower limb is complicated, so that the economical efficiency of the bridge is reduced. The third one is a common tower limb bridge tower, namely a double-amplitude bridge shares an inner tower limb, the structure form is simple, the transverse rigidity is large, the stability is good, the manufacturing cost is relatively low, but the main beam of the bridge tower usually adopts a one-way transverse slope section, the load arrangement is asymmetric, and the space effect of the structure stress and deformation is obvious; in addition, because the inner tower limbs are shared, the stress change of one bridge not only can affect the bridge, but also can affect the stress and deformation of the other bridge through the shared inner tower limbs, and the coupling effect is obvious; moreover, the common-tower limb bridge tower form is only suitable for the H-shaped bridge tower, and the free length of the upper tower column is large, so that the common-tower limb bridge tower is not beneficial to earthquake resistance.

SUMMERY OF THE UTILITY MODEL

For solving the problem that proposes in the background art, the utility model provides an energy consumption shock attenuation formula framing allies oneself with contact structural style between tower of tower cable-stay bridge. On the basis of not influencing the construction period of the bridge tower and not increasing the construction difficulty, the transverse bridge of the bridge tower greatly reduces the earthquake response in the transverse bridge direction by setting the inter-tower inclined strut and the inter-tower metal energy dissipation damper, and the earthquake resistance, safety and economy of the bridge tower are greatly improved.

In order to achieve the above object, the present invention adopts the following technical solutions:

an energy-consuming and shock-absorbing inter-tower connection structure of a framing tower-connected cable-stayed bridge comprises a bridge tower bearing platform, wherein a bridge tower column is fixed on the bridge tower bearing platform, the bridge tower column is divided into an upper tower column and a lower tower column by a bridge tower cross beam arranged on the bridge tower column, and the bottom ends of two bridge towers are connected through a bearing platform tie beam with a combined structure between the bridge tower bearing platforms;

an inter-tower steel box diagonal brace is arranged between tower limbs of the lower tower column to enable two bridge towers to form local connection;

and a steel bracket is arranged on the tower column at the beam position of the bridge tower, and a damper is arranged between the two bridge towers through the steel bracket.

The bottom of the steel box diagonal brace between the towers is connected with a reserved joint of a tie beam of a bearing platform of a combined structure; the top of the tower is connected with a pre-buried joint in the tower column, and concrete is poured in the steel box diagonal brace between the towers.

The bearing platform tie beam with the combined structure is composed of a welded box type framework, longitudinal steel bars on the top and bottom surfaces of the tie beam, steel bars distributed on the side surface of the tie beam, a steel bar mesh on the bottom surface of the tie beam, stirrups and concrete of the bearing platform tie beam.

The welded box type framework is composed of a steel box framework top plate, a steel box framework bottom plate, a steel box framework web plate, a transverse partition plate and annular stiffening ribs.

Shear nail groups are arranged on the inner side and the outer side of the steel box framework top plate, the steel box framework bottom plate and the steel box framework web plate; longitudinal steel box framework stiffening ribs are arranged on the steel box framework top plate, the steel box framework bottom plate and the steel box framework web plate.

The diagonal brace between the towers adopts a rectangular steel box concrete structure, and the rectangular steel box is formed by welding a steel box diagonal brace top plate, a steel box diagonal brace bottom plate and a steel box diagonal brace web plate.

And a plurality of steel box diagonal bracing stiffening ribs are arranged on the steel box diagonal bracing top plate, the steel box diagonal bracing bottom plate and the steel box diagonal bracing web plate.

The embedded joint in the tower column is arranged in the reserved groove opening, the end portion of the embedded joint is anchored in a mode that the prestressed tendons at the anchoring end are combined with the shear nails, and the main bridge tower tendons broken at the reserved groove opening are welded on the reinforcing steel bar connecting plate in a double-sided mode.

The steel bracket is composed of a steel bracket top plate, a steel bracket bottom plate, a steel bracket end plate and a steel bracket web plate, and the steel bracket is welded with the embedded part of the steel bracket anchoring end at the steel bracket splicing line to form a whole; the embedded parts of the steel corbel anchoring ends are arranged in the reserved groove openings of the tower columns and anchored by the bridge tower beam steel bundles, the steel corbel anchoring end prestressed tendons and the shear nails.

The damper is a shearing yielding type metal energy dissipation damper and is installed on a steel bracket through a high-strength bolt.

The utility model has the advantages that:

1. the utility model provides an inter-tower contact structure form of an energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge, which has simple structure and definite stress; through the bearing platform tie beam and the inter-tower steel box diagonal brace of the combined structure arranged between the two bridge towers and the lower tower column, local connection is formed between the two bridge towers, the transverse rigidity and stability of the bridge towers are increased, and the transverse seismic response of the foundation is effectively reduced; meanwhile, the metal energy dissipation damper arranged between the towers can effectively dissipate energy input under the action of a transverse earthquake and reduce the transverse earthquake reaction of the tower column of the bridge tower, so that the section size and the reinforcement rate are reduced, and better economy is obtained on the basis of ensuring the shock resistance and the safety of the bridge tower.

2. The utility model discloses the mode that the steel case bracing combined together between cushion cap straining and tower that adopts makes integrated configuration cushion cap straining can satisfy the antidetonation demand of double width antithetical couplet tower bridge under the less condition of cross-sectional dimension. According to engineering design practice in the past, with the framing cable-stay bridge pylon cushion cap continuous, can effectively reduce the horizontal earthquake reaction of pile foundation, nevertheless the cushion cap straining beam is difficult to design because of the atress is great simultaneously, the utility model discloses this problem has then been solved to the integrated configuration cushion cap straining beam that adopts, has obtained fine economic nature.

3. The utility model adopts a composite structure bearing platform tie beam, the welding steel box framework inside the composite structure bearing platform tie beam can adopt different forms according to the actual stress condition, and the design is flexible; the welding steel skeleton can be processed and manufactured in a factory, and is positioned and hoisted on site, so that the construction period is not influenced; meanwhile, the steel skeleton is wrapped by the beam concrete, so that the steel skeleton has good durability.

4. The utility model discloses with the design of steel case bracing between the tower for the steel construction, the fine atress characteristic that the bracing was drawn, was pressed in turn when being applicable to horizontal earthquake effect.

5. The utility model discloses with the construction of assembling for the segmentation section between tower steel case bracing design, pre-buried articulate in its top and the bridge tower pylon, the bottom reserves articulate with integrated configuration cushion cap tie beam, can install the bracing mid portion again after the tower construction reaches bracing pre-buried joint next segment section, to the equal nothing influence of tower column creeping formwork construction and cushion cap tie beam construction, avoided construction cycle's increase, practiced thrift construction cost.

6. The utility model discloses a steel case bracing contact form between tower, can be according to the actual atress condition, change the steel case for the shaped steel component of circular steel tube, steel pipe concrete or other cross-sectional forms, still can adopt Buckling Restrained Brace (BRB) to increase the seismic energy dissipation when necessary, have the advantage of design flexibility, extensive applicability.

7. The utility model adopts the shear yield type metal energy dissipater as a main energy dissipation and shock absorption device under the action of a transverse earthquake, which can effectively reduce the transverse earthquake reaction of the bridge tower and reduce the material consumption of the tower column; meanwhile, the shearing yielding type metal energy dissipater is simple in structure, clear in energy dissipation mechanism and low in price; the core component is a mild steel plate, and the performance parameters of the energy dissipater can be controlled by changing the size of the steel plate, so that the anti-seismic design requirements of the tower-connecting structure with different spans and different tower heights are met.

8. The utility model discloses metal energy dissipater anchor bracket when the bridge tower crossbeam is higher apart from ground, adopts the structural style of steel bracket to the design is divided the segment construction. When the tower column is constructed at the cross beam, the notch is reserved on the tower column, the steel corbel joint is embedded, and the rest part of the spliced steel corbel is hoisted after the bridge tower is constructed to the next section; and the prestressed steel bundles of the bridge tower cross beam can be used as anchoring steel bundles of the steel corbels, so that the material is saved, and the construction cost is reduced.

9. The utility model discloses a metal energy dissipation attenuator is connected through high strength bolt and anchor steel bracket between the tower, is convenient for change or restore it after shaking.

10. The utility model provides a linkage structural style between tower of framing ally oneself with tower cable-stay bridge, make full use of the structural feature of framing cable-stay bridge pylon, formed the structure system that the local contact of pylon combined together with energy dissipation damping device, compare with framing disconnect-type pylon, on the basis that does not increase construction cycle and the construction degree of difficulty, reduced the horizontal earthquake reaction of pylon basis and pylon by a wide margin, practiced thrift material cost, and have better construction convenience and suitability.

Drawings

FIG. 1 is a schematic view of the connection structure between the towers of the framing tower-connected cable-stayed bridge of the utility model;

FIG. 2 is a partial schematic view of the connection between the towers of the frame-connected cable-stayed bridge of the utility model;

FIG. 3 is a schematic cross-sectional view of the tie beam of the composite bearing platform of the present invention;

FIG. 4 is a schematic side elevation view of the steel box frame of the composite structure bearing platform tie beam of the present invention;

FIG. 5 is a schematic side elevation view of the steel box diagonal brace between towers of the present invention;

FIG. 6 is a schematic cross-sectional view of the steel box diagonal bracing between towers of the present invention;

FIG. 7 is a schematic view of an anchoring end of an inter-tower diagonal brace of the present invention;

FIG. 8 is a schematic view of the damper and steel corbel structure of the present invention

FIG. 9 is a schematic view of the local connection between the damper and the steel bracket of the present invention

FIG. 10 is a schematic cross-sectional view of the steel box diagonal bracing between towers of the present invention;

shown in the figure: 1. a bearing platform tie beam of the combined structure; 2. a steel box diagonal brace between towers; 3. steel corbels; 4. a damper; 5. a pylon cap; 6. mounting the tower column; 7. lowering the tower column; 8. a bridge tower beam;

1-1. a steel box framework bottom plate; 1-2. steel box framework top plate; 1-3. steel box framework web; 1-4, reserving a joint; 1-5, shearing nail group; 1-6. steel box framework stiffening ribs; 1-7, tying longitudinal steel bars on the top and bottom surfaces of the beam; 1-8, tying a reinforcing mesh on the bottom surface of the beam; 1-9. steel bars are distributed on the side surface of the tie beam; 1-10, tying a bearing platform with beam concrete; 1-11, stirrup; 1-12. diaphragm plate; 1-13, circumferential stiffening ribs;

2-1, steel box inclined strut top plate; 2-2. steel box diagonal bracing bottom plate; 2-3. diagonal bracing web plates of the steel box; 2-4, diaphragm plate and circumferential stiffening rib; 2-5, embedding a joint in the tower column; 2-6, connecting the steel bar plates; 2-7, splicing lines; 2-8. steel box diagonal bracing stiffening ribs; 2-9. concrete; 2-10, reserving a notch on the tower column; 2-11, anchoring end prestressed tendons; 2-12, the diaphragm plate passes through a manhole;

3-1, steel corbel top plate; 3-2. a steel bracket bottom plate; 3-3, steel bracket end plate; 3-4. steel corbel web; 3-5, connecting steel corbel steel bars; 3-6, reserving a notch on the bridge tower; 3-7, embedding parts at the anchoring end of the steel bracket; 3-8, splicing lines of the steel corbels; 3-9. steel corbel anchorage end prestressed reinforcement;

4-1, high-strength bolts;

8-1, bridge tower beam steel bundles.

Detailed Description

The technical solution of the present invention is further described by the following specific embodiments with reference to the accompanying drawings:

example 1

Example 1

The utility model provides an inter-tower contact structure form of an energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge, which comprises a bearing platform tie beam 1 with a combined structure, an inter-tower steel box inclined strut 2, a damper 4 and a steel bracket 3; as shown in fig. 1-9.

In the amplitude-division tower-connected cable-stayed bridge of the embodiment, a main span is 328m, a side span is 151m, and the width of a single-amplitude bridge is 22.75 m; the bridge tower is a diamond-shaped bridge tower, the height of a lower tower column is 55m, the height of an upper tower column is 97m, and the height of a bearing platform tying beam is 5 m.

In the embodiment, a bearing platform tie beam 1 with a combined structure is arranged between two bridge tower bearing platforms, and an inter-tower steel box diagonal brace 2 is arranged between tower limbs of a lower tower column 7 so that the two bridge towers form local connection; the steel bracket 3 is arranged on the inner side of a tower column at a bridge tower cross beam 8, an inter-tower metal energy dissipation damper 4 is fixed on the steel bracket, and the damper 4 is a shearing yielding type metal energy dissipation damper.

The composite structure bearing platform is tied to the beam 1, the height of the beam is 5.0m, the width of the beam is 4.0m, and the length of the beam is 11.0 m; the steel bar reinforced concrete beam consists of welded box type frameworks, longitudinal steel bars 1-7 on the top and bottom surfaces of a beam, lateral distributed steel bars 1-9, a steel bar mesh 1-8 on the bottom surface of the beam, stirrups 1-11 and concrete 1-10.

The welded box type framework is composed of a steel box framework top plate 1-2, a steel box framework bottom plate 1-1, a steel box framework web plate 1-3, transverse partition plates 1-12 and annular stiffening ribs 1-13. Wherein, the top plate 1-2 and the bottom plate 1-1 of the steel box framework are 25mm thick, the web plate 1-3 of the steel box framework is 38mm thick, the height of the box body is 4.5m, the width of the box body is 2.5m, the inner and outer sides of the top plate 1-2, the bottom plate 1-1 and the web plate 1-3 of the steel box framework are all provided with shear nail groups 1-5 to enhance the bonding of the steel plate and the concrete, and the type number of the shear nail is phi 16x120 mm; the top plate 1-2 and the bottom plate 1-1 of the steel box framework are respectively provided with two longitudinal steel box framework stiffening ribs 1-6, the web plate 1-3 of the steel box framework is provided with three longitudinal steel box framework stiffening ribs 1-6, the height of the top and bottom plate stiffening ribs is 250mm, the height of the web plate stiffening rib is 310mm, and the thickness of the web plate stiffening rib is 28 mm.

The combined structure bearing platform tie beam 1 is internally welded with a box type framework, and a connecting joint with an inter-tower steel box inclined strut 2 is reserved during manufacturing; the steel skeleton and the longitudinal steel bars extend into the bearing platform by 5 m. The bearing platform girder concrete 1-10 adopts the same concrete mark number as the bridge tower bearing platform and is simultaneously cast with the bearing platform concrete.

The inter-tower inclined strut 2 is of a rectangular steel box concrete structure, the height of the inter-tower inclined strut is 3.0m, and the width of the inter-tower inclined strut is 2.5m, which is the same as that of a welded box type framework in the bearing platform tie beam 1 of the combined structure. The rectangular steel box is formed by welding a steel box diagonal bracing top plate 2-1, a steel box diagonal bracing bottom plate 2-2 and a steel box diagonal bracing web plate 2-3, and the plate thickness is 38 mm. The steel box diagonal bracing top plate 2-1 and the steel box diagonal bracing bottom plate 2-2 are provided with two steel box diagonal bracing stiffening ribs 2-8, the steel box diagonal bracing web plate 2-3 is provided with three steel box diagonal bracing stiffening ribs 2-8, and the stiffening ribs are 300mm high and 28mm thick.

The bottom of the inter-tower inclined strut 2 is connected with a reserved joint 1-4 of a bearing platform tie beam 1 of the combined structure at a splicing line 2-7; the top of the tower column is connected with an embedded joint 2-5 in the tower column; and 2-9 parts of micro-expansion concrete is poured into the pipe.

The top of the inter-tower diagonal brace 2 is provided with an embedded joint 2-5 in the tower column, and when the tower column is constructed at the section, the embedded joint is arranged in a reserved notch 2-10 of the tower column, and the end part of the embedded joint is anchored by combining an anchoring end prestressed rib 2-11 and a shear nail; broken main reinforcements at the positions of the reserved notches 2-10 of the tower column are welded on the reinforcing steel bar connecting plates 2-6 on the double sides, and the reinforcing steel bar connecting plates 2-6 are arranged according to the principle of equal strength.

The steel bracket 3 consists of a steel bracket top plate 3-1, a steel bracket bottom plate 3-2, a steel bracket web plate 3-4 and a steel bracket end plate 3-3, and the plate thicknesses are all 50 mm; wherein, according to the shearing calculation requirement, three steel corbel webs are arranged at 3-4.

And the steel bracket 3 is hoisted and welded with the embedded part 3-7 at the anchoring end after the tower column 7 under the bridge tower is constructed to the next section of the beam. The embedded parts 3-7 of the steel corbel anchoring end are arranged in the reserved notches 3-6 of the tower columns, are anchored in a mode of combining bridge tower beam steel bundles 8-1, steel corbel anchoring end prestressed tendons 3-9 and shear nails, and are welded with the steel corbel 3 at a steel corbel splicing line 3-8 to form a whole; the steel corbel 3 is partially filled with micro-expansive concrete so as to avoid stress concentration at the junction of the steel corbel and the bridge tower concrete.

The inter-tower metal energy dissipation damper 4 adopts a shearing yielding type metal energy dissipation damper, a bilinear hysteresis model can be adopted during mechanical property analysis, and a high-strength bolt 4-1 is installed on the steel bracket 3 so as to be convenient to maintain or replace in the future.

Example 2

The utility model provides an inter-tower contact structure form of an energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge, which comprises a bearing platform tie beam 1 with a combined structure, an inter-tower steel box inclined strut 2, a damper 4 and a steel bracket 3; as shown in fig. 1-5, 7-8, 10.

In the framing tower-connected cable-stayed bridge of the embodiment, the main span is 290m, the side span is 137m, and the width of a single-width bridge is 22.75 m; the bridge tower is a diamond-shaped bridge tower, the height of a lower tower column is 36m, the height of an upper tower column is 73m, and the height of a bearing platform tying beam is 5 m.

The inter-tower connection structure in this embodiment is composed of a lower tower column local connection and an inter-tower metal energy dissipation damper. The lower tower column is locally connected with a bearing platform tie beam 1 with a combined structure and an inter-tower steel box inclined strut 2; and the damper 4 is positioned between the inner tower limbs at the bridge tower cross beam 8 and is arranged on the steel corbel 3.

The steel bracket 3 consists of a steel bracket top plate 3-1, a steel bracket bottom plate 3-2, a steel bracket web plate 3-4 and a steel bracket end plate 3-3, and the plate thicknesses are all 50 mm; wherein, according to the calculation demand of shearing resistance, 3-4 steel corbel webs set up twice.

The inter-tower metal energy dissipation damper 4 is a shear yielding type metal energy dissipation damper and is installed on the steel corbel 3 through a high-strength bolt 4-1. And the mechanical property parameters of the inter-tower metal energy dissipation damper 4 are determined after the earthquake resistance analysis is carried out by adopting a nonlinear time-course method.

The bearing platform tie beam 1 with the combined structure consists of bearing platform tie beam concrete 1-10, top and bottom longitudinal steel bars 1-7 of the tie beam, side distributed steel bars 1-9 of the tie beam, bottom steel bar meshes 1-8 of the tie beam, stirrups 1-11 and a welded steel box framework; the section size of the bearing platform tie beam 1 with the combined structure is 5m in height and 4.0m in width.

The welded box type framework is composed of a steel box framework bottom plate 1-1, a steel box framework top plate 1-2, a steel box framework web plate 1-3, a diaphragm plate 1-12 and annular stiffening ribs 1-13. The steel box framework comprises a top plate 1-2, a bottom plate 1-1, a steel box framework web plate 1-3, shear nail groups 1-5 and shear nail types, wherein the top plate 1-2, the bottom plate 1-1, the steel box framework top plate 1-2 and the steel box framework web plate 1-3 are respectively provided with the shear nail groups 1-5 at the inner side and the outer side, so that the bonding between a steel plate and concrete is enhanced, and the shear nail types adopt phi 16x120 mm.

The steel box framework bottom plate 1-1 and the steel box framework top plate 1-2 are respectively provided with two longitudinal steel box framework stiffening ribs 1-6, the steel box framework web plate 1-3 is provided with three longitudinal steel box framework stiffening ribs 1-6, the height of the top and bottom plate stiffening ribs is 250mm, the height of the web plate stiffening rib is 310mm, and the thickness of the web plate stiffening rib is 28 mm.

The steel box diagonal brace 2 between the towers adopts a steel box structure, the distance from the center line of the top section of the steel box diagonal brace to the top of the bearing platform is 11.4m, the height of the section of the steel box diagonal brace is 3.0m, and the width of the steel box diagonal brace is 2.5m as wide as that of a welded box type framework in the bearing platform tie beam 1 of the composite structure.

The steel box structure inter-tower diagonal brace 2 is formed by welding a steel box diagonal brace top plate 2-1, a steel box diagonal brace bottom plate 2-2 and a steel box diagonal brace web plate 2-3, and the plate thickness is 38 mm; the steel box diagonal bracing top plate 2-1 and the steel box diagonal bracing bottom plate 2-2 are provided with two steel box diagonal bracing stiffening ribs 2-8, the steel box diagonal bracing web plate 2-3 is provided with three steel box diagonal bracing stiffening ribs 2-8, and the stiffening ribs are 300mm high and 28mm thick. A circumferential stiffening rib is arranged in the box body at intervals of 1.4 m; a diaphragm is arranged at intervals of 2.8m, and a manhole 2-12 which is arranged for construction is reserved on the diaphragm.

The bottom of the inter-tower steel box diagonal brace 2 is connected with a reserved joint 1-4 of a composite structure bearing platform tie beam 1 at a splicing line 2-7; the top of the tower column is connected with an embedded joint 2-5 in the tower column; and 2-9 parts of micro-expansion concrete are poured at the top and the foot of the diagonal bracing column to reduce stress concentration at the steel-concrete joint.

The top of the inter-tower diagonal brace 2 is arranged in an embedded joint 2-5 in the tower column, and when the tower column is constructed at the section, the embedded joint is arranged in a reserved notch 2-10, and the end part of the embedded joint is anchored by combining an anchoring end prestressed tendon 2-11 and a shear nail; broken main reinforcements at the positions of the reserved notches 2-10 of the tower column are welded on the reinforcing steel bar connecting plates 2-6 on the double sides, and the reinforcing steel bar connecting plates 2-6 are arranged according to the principle of equal strength.

It is obvious to a person skilled in the art that the invention is not restricted to details of the above-described exemplary embodiments, but that it can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.

Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.

Claims (10)

1. The utility model provides an energy consumption shock attenuation formula framing allies oneself with contact structure between tower of tower cable-stay bridge, includes the bridge tower cushion cap, is fixed with the bridge tower pylon on the bridge tower cushion cap, and the bridge tower pylon divide into pylon and lower pylon, its characterized in that by the bridge tower crossbeam that sets up on it: the bottom ends of the two bridge towers are connected through a bearing platform tie beam with a combined structure between the bridge tower bearing platforms;

an inter-tower steel box diagonal brace is arranged between tower limbs of the lower tower column to enable two bridge towers to form local connection;

and a steel bracket is arranged on the tower column at the beam position of the bridge tower, and a damper is arranged between the two bridge towers through the steel bracket.

2. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 1, characterized in that: the bottom of the steel box diagonal brace between the towers is connected with a reserved joint of a tie beam of a bearing platform of a combined structure; the top of the tower is connected with a pre-buried joint in the tower column, and concrete is poured in the steel box diagonal brace between the towers.

3. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 1, characterized in that: the bearing platform tie beam with the combined structure is composed of a welded box type framework, longitudinal steel bars on the top and bottom surfaces of the tie beam, steel bars distributed on the side surface of the tie beam, a steel bar mesh on the bottom surface of the tie beam, stirrups and concrete of the bearing platform tie beam.

4. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 3, wherein: the welded box type framework is composed of a steel box framework top plate, a steel box framework bottom plate, a steel box framework web plate, a transverse partition plate and annular stiffening ribs.

5. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 4, wherein: shear nail groups are arranged on the inner side and the outer side of the steel box framework top plate, the steel box framework bottom plate and the steel box framework web plate; longitudinal steel box framework stiffening ribs are arranged on the steel box framework top plate, the steel box framework bottom plate and the steel box framework web plate.

6. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 1, characterized in that: the diagonal brace between the towers adopts a rectangular steel box concrete structure, and the rectangular steel box is formed by welding a steel box diagonal brace top plate, a steel box diagonal brace bottom plate and a steel box diagonal brace web plate.

7. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 6, wherein: and a plurality of steel box diagonal bracing stiffening ribs are arranged on the steel box diagonal bracing top plate, the steel box diagonal bracing bottom plate and the steel box diagonal bracing web plate.

8. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 2, characterized in that: the embedded joint in the tower column is arranged in the reserved groove opening, the end portion of the embedded joint is anchored in a mode that the prestressed tendons at the anchoring end are combined with the shear nails, and the main bridge tower tendons broken at the reserved groove opening are welded on the reinforcing steel bar connecting plate in a double-sided mode.

9. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 1, characterized in that: the steel bracket is composed of a steel bracket top plate, a steel bracket bottom plate, a steel bracket end plate and a steel bracket web plate, and the steel bracket is welded with the embedded part of the steel bracket anchoring end at the steel bracket splicing line to form a whole; the embedded parts of the steel corbel anchoring ends are arranged in the reserved groove openings of the tower columns and anchored by the bridge tower beam steel bundles, the steel corbel anchoring end prestressed tendons and the shear nails.

10. The inter-tower connection structure of the energy-consuming and shock-absorbing type framing tower-connected cable-stayed bridge according to claim 9, wherein: the damper is a shearing yielding type metal energy dissipation damper and is installed on a steel bracket through a high-strength bolt.

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