CN215329286U

CN215329286U - Steel-concrete combined beam end beam structure capable of adapting to deep-buried expansion joint

Info

Publication number: CN215329286U
Application number: CN202121525631.7U
Authority: CN
Inventors: 封斌; 钱进; 左云; 彭宇; 梁振隆; 吴亮; 张先伟
Original assignee: Hunan Provincial Communications Planning Survey and Design Institute Co Ltd
Current assignee: Hunan Provincial Communications Planning Survey and Design Institute Co Ltd
Priority date: 2021-07-06
Filing date: 2021-07-06
Publication date: 2021-12-28
Anticipated expiration: 2031-07-06

Abstract

The utility model discloses a steel-concrete combined beam end beam structure capable of adapting to deep-buried expansion joints, which comprises a steel main beam and a prefabricated bridge deck compounded on the steel main beam, wherein the end part of the prefabricated bridge deck is provided with a beam end bridge deck thickening section, the thickness of the beam end bridge deck thickening section is larger than that of a beam end bridge deck standard section of the prefabricated bridge deck, and the upper part of the beam end bridge deck thickening section is provided with an expansion joint reserved notch. This steel and concrete combination beam-ends crossbeam structure is through thickening the tip to prefabricated decking, can combine the specification at expansion joint to reserve the fluting depth of notch to the expansion joint and deepen, has both guaranteed that remaining thickness can not be less than the thickness of beam-ends decking standard section behind the beam-ends decking fluting, need not adopt conventional cast in situ construction decking again because of expansion joint department fluting depth requirement. The beam structure at the end of the steel-concrete combined beam can well meet the construction requirements of deeply burying the expansion joint.

Description

Steel-concrete combined beam end beam structure capable of adapting to deep-buried expansion joint

Technical Field

The utility model relates to the technical field of steel-concrete composite beam bridges, in particular to a steel-concrete composite beam end beam structure suitable for deeply burying expansion joints.

Background

The steel-concrete composite beam bridge is influenced by external load, and can longitudinally deform in a telescopic mode, so that expansion joints need to be arranged to meet the requirement for certain deformation. The deeply buried expansion joint needs a certain notch depth due to the installation structure requirement. Along with the increasingly weight reduction of the bridge deck pavement layer, the pavement layer often can not meet the requirement of the depth of the opening of the expansion joint.

In order to make the steel-concrete composite beam end crossbeam satisfy the requirement of deep-buried expansion joint notch degree of depth under the condition that bridge deck pavement layer subtracts the weight, common way mainly has: the thickness of the bridge deck is compressed, the strength of concrete is improved, and the reinforcement design is strengthened; and adjusting the prefabricated side plate into a cast-in-place structure and the like.

The beam end is positioned in the junction area of the bridge, so that the influence of vehicle driving is great, and the beam end belongs to a relatively vulnerable point; therefore, the thickness of the bridge deck at the end of the compression beam is not favorable for the stress of the structure and is easy to damage after long-term operation. The prefabricated bridge deck is adjusted to a cast-in-place scheme, functional requirements can be really realized for projects with small scale of the steel-concrete composite beam, and if the bridge scale is large or traffic is in short supply and the requirement on the construction period is strict, the cast-in-place construction can influence the progress of the whole project, so that the investment benefit of the project is greatly influenced.

SUMMERY OF THE UTILITY MODEL

The utility model mainly aims to provide a steel-concrete combined beam end cross beam structure capable of adapting to a deep-buried expansion joint, so as to solve the problems that a bridge deck is easy to crack and damage, a cast-in-place bridge deck is inconvenient to construct and has a slow period in the conventional method, and thus, the beam end structure is ensured to be well stressed under the condition of meeting the requirement of the installation depth of the deep-buried expansion joint.

In order to achieve the purpose, the utility model provides a steel-concrete combined beam end beam structure capable of adapting to a deep-buried expansion joint, which comprises a steel main beam and a prefabricated bridge deck compounded on the steel main beam, wherein a beam end bridge deck thickened section is arranged at the end part of the prefabricated bridge deck, the thickness of the beam end bridge deck thickened section is larger than that of a beam end bridge deck standard section of the prefabricated bridge deck, and an expansion joint reserved notch is formed in the upper part of the beam end bridge deck thickened section.

Further, the top surface of the beam-end bridge deck slab thickened section is flush with the top surface of the beam-end bridge deck slab standard section, and the bottom surface of the beam-end bridge deck slab thickened section is lower than the bottom surface of the beam-end bridge deck slab standard section.

Further, the thickness of the thickened section of the beam-end bridge deck is not less than the sum of the thickness of the standard section of the beam-end bridge deck and the depth of the reserved slot opening of the expansion joint.

Further, be connected through a beam-ends decking changeover portion between beam-ends decking thickened section and the beam-ends decking standard section, the top surface of beam-ends decking changeover portion flushes with the top surface of beam-ends decking thickened section and beam-ends decking standard section, and the bottom surface of beam-ends decking changeover portion is an inclined plane, and the bottom surface one end of beam-ends decking changeover portion is connected with the bottom surface of beam-ends decking thickened section, and the other end is connected with the bottom surface of beam-ends decking standard section.

Furthermore, the steel main beam comprises a plurality of groove-shaped steel box girders arranged at intervals along the transverse bridge direction, an inter-girder transverse connection is arranged between the adjacent groove-shaped steel box girders, and a connecting plate on the side surface of the inter-girder transverse connection is connected with the groove-shaped steel box girders through high-strength bolts.

Furthermore, a plurality of groups of top plate flange welding nails are arranged on the top flange of the groove-shaped steel box girder, and a plurality of main girder top flange welding nail reserved notches are arranged on the prefabricated bridge panel corresponding to the top plate flange welding nails; the top plate flange welding nail is arranged in the reserved groove of the main beam top edge welding nail and is connected with the prefabricated bridge deck through local post-pouring micro-expansion concrete.

Furthermore, a plurality of groups of welding nails for the cross-linked roof plates between the beams are arranged on the roof plates of the cross-linked roof plates between the beams, and a plurality of reserved notches for the welding nails for the cross-linked roof plates between the beams are arranged on the prefabricated bridge deck corresponding to the welding nails for the cross-linked roof plates between the beams; the cross-linked roof welding nails between the beams are arranged in the pre-reserved slots of the cross-linked roof welding nails and are connected with the prefabricated bridge deck through local post-poured micro-expansion concrete.

Furthermore, a plurality of welding nails in each group of top plate flange welding nails are arranged in rows and columns, and the number of the welding nails arranged in the longitudinal bridge direction is more than that of the welding nails arranged in the transverse bridge direction; many weld nails in the horizontal roof plate weld nail between each group roof beam are arranged in ranks, and the weld nail radical that arranges along the longitudinal bridge is less than the weld nail radical that arranges along the horizontal bridge.

By applying the technical scheme of the utility model, the thickened section of the beam-end bridge deck is arranged at the end part of the prefabricated bridge deck, the thickness of the thickened section of the beam-end bridge deck is greater than that of the standard section of the beam-end bridge deck, and the reserved slot opening of the expansion joint is arranged at the upper part of the thickened section of the beam-end bridge deck; the end part of the prefabricated bridge deck plate is thickened, the grooving depth of the reserved groove opening of the expansion joint can be deepened by combining the specification of the expansion joint, the residual thickness of the grooved bridge deck plate at the beam end can be not less than the thickness of the standard section of the bridge deck plate at the beam end, and conventional cast-in-place construction operation is not needed due to the requirement of the grooving depth at the expansion joint. The beam structure at the end of the steel-concrete combined beam can well meet the construction requirements of deeply burying the expansion joint.

The present invention will be described in further detail below with reference to the accompanying drawings.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the utility model and, together with the description, serve to explain the utility model and not to limit the utility model. In the drawings:

fig. 1 is a longitudinal bridge direction schematic view of a steel-concrete composite beam end-to-beam structure according to an embodiment of the utility model.

Fig. 2 is a cross-sectional view of the end-to-end beam structure of the steel-concrete composite beam according to the embodiment of the present invention, taken along the transverse bridge direction.

Fig. 3 is a schematic top view of a prefabricated bridge deck in a steel-concrete composite beam-end beam structure according to an embodiment of the present invention.

Fig. 4 is a cross-sectional view taken along a-a in fig. 3.

Wherein the figures include the following reference numerals:

1. a steel main beam; 2. prefabricating a bridge deck; 3. reserving a notch at the expansion joint; 11. a channel steel box girder; 12. beam cross connection; 13. a top plate flange welding nail; 14. the welding nails of the transverse roof between the beams; 21. a beam-end bridge deck slab thickening section; 22. a standard section of a bridge end deck; 23. a beam-end bridge deck transition section; 24. reserving a notch for a welding nail at the top edge of the main beam; 25. the welding nail of the transverse connection top plate reserves a notch.

Detailed Description

In order to facilitate an understanding of the utility model, the utility model will be described more fully and in detail below with reference to the accompanying drawings and preferred embodiments, but the scope of the utility model is not limited to the specific embodiments below. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.

Unless otherwise defined, all terms of art used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The use of the words "a" or "an" and the like in the description and claims of the present patent application do not denote a limitation of quantity, but rather denote the presence of at least one. The terms "connected" and "coupled" and the like are not restricted to direct connections, but may be indirectly connected through other intermediate connections. "upper", "lower", "left", "right", and the like are used merely to indicate relative positional relationships, and when the absolute position of the object being described is changed, the relative positional relationships are changed accordingly.

Referring to fig. 1 to 4, a steel-concrete composite beam end beam structure adaptable to a deep-buried expansion joint according to an embodiment of the present invention mainly includes a steel main beam 1 and a prefabricated bridge deck 2. Wherein, prefabricated decking 2 complex is in the top of steel girder 1, is provided with beam-ends decking thickened section 21 at the tip of prefabricated decking 2, and the thickness of this beam-ends decking thickened section 21 is greater than the thickness of the beam-ends decking standard section 22 (being the main part of decking) of prefabricated decking 2, is provided with expansion joint reservation notch 3 on the upper portion of beam-ends decking thickened section 21.

According to the steel-concrete combined beam end beam structure capable of adapting to the deep-buried expansion joint, the beam end bridge deck thickened section 21 is arranged at the end part of the prefabricated bridge deck 2, the thickness of the beam end bridge deck thickened section 21 is larger than that of the beam end bridge deck standard section 22, and the expansion joint reserved notch 3 is arranged at the upper part of the beam end bridge deck thickened section 21; the end part of the prefabricated bridge deck plate 2 is thickened, the groove depth of the expansion joint reserved groove opening 3 can be deepened by combining the specification of the expansion joint, the residual thickness of the beam-end bridge deck plate after groove opening can be guaranteed to be not less than the thickness of the beam-end bridge deck plate standard section 22, and conventional cast-in-place construction operation does not need to be adopted due to the requirement of the groove depth at the expansion joint. The beam structure at the end of the steel-concrete combined beam can well meet the construction requirements of deeply burying the expansion joint.

Specifically, in the present embodiment, the top surface of the beam-end bridge deck slab thickened section 21 is flush with the top surface of the beam-end bridge deck slab standard section 22, and the bottom surface of the beam-end bridge deck slab thickened section 21 is lower than the bottom surface of the beam-end bridge deck slab standard section 22. That is, the beam-end bridge deck slab thickened section 21 is extended and thickened downward relative to the beam-end bridge deck slab standard section 22, while the upper surface of the prefabricated bridge deck 2 is kept flush. The concrete thickness of beam-ends decking thickened section 21 can set up according to the specification of expansion joint, and according to the expansion joint of different specifications, the width and the degree of depth of expansion joint reservation notch 3 can be adjusted in a flexible way, can adapt to all kinds of specifications expansion joint fluting, especially bury the fluting demand of expansion joint deeply.

In this embodiment, the thickness of the beam-end bridge deck thickened section 21 is set to be not less than the sum of the thickness of the beam-end bridge deck standard section 22 and the depth of the expansion joint reserved notch 3. So set up, can guarantee that the thickness of beam-ends decking thick section 21 behind the fluting (expansion joint reservation notch 3) is not less than the thickness of beam-ends decking standard section 22, guarantees that beam-ends decking atress is good.

Further, referring to fig. 4, in the present embodiment, the beam-end bridge deck slab thickened section 21 and the beam-end bridge deck slab standard section 22 are connected by a beam-end bridge deck transition section 23, the top surface of the beam-end bridge deck transition section 23 is flush with the top surfaces of the beam-end bridge deck slab thickened section 21 and the beam-end bridge deck slab standard section 22, and the bottom surface of the beam-end bridge deck transition section 23 is an inclined surface; the bottom surface one end of beam-end decking changeover portion 23 is connected with the bottom surface of beam-end decking thickened section 21 to flush with the bottom surface of beam-end decking thickened section 21, and the bottom surface other end of beam-end decking changeover portion 23 is connected with the bottom surface of beam-end decking standard section 22, and flushes with the bottom surface of beam-end decking standard section 22. So set up, be connected beam-ends decking thick section 21 and beam-ends decking standard section 22 through beam-ends decking changeover portion 23, can make the decking transition more smooth-going, compare with traditional right angle thickening plate way, both reducible stress concentration has been compromise again the view nature of bridge.

Referring to fig. 2, in this embodiment, the steel main beam 1 includes a plurality of channel steel box girders 11 arranged along the transverse bridge direction at intervals, each channel steel box girder 11 extends along the longitudinal bridge direction, an inter-beam cross-link 12 is arranged between the adjacent channel steel box girders 11, and a connecting plate on the side of the inter-beam cross-link 12 is connected with the channel steel box girders 11 through a plurality of high-strength bolts. The manufacturing of the channel steel box girder 11 and the inter-girder cross connection 12 is directly completed in a factory, the channel steel box girder is transported to an engineering site through a transport vehicle, the inter-girder cross connection 12 is installed after the channel steel box girder 11 is hoisted in place on site, and the connecting plate on the side surface of the inter-girder cross connection 12 is connected with the channel steel box girder 11 through a high-strength bolt. Therefore, the workload of field welding operation can be greatly reduced, the working strength of workers is reduced, and the construction efficiency is improved; meanwhile, the welding operation on site can be reduced, and the pollution to the environment and the influence on the surrounding buildings and the lives of residents are reduced.

Under the condition that the beam end beam structure of the steel-concrete combined beam meets the requirement of the installation depth of a deeply buried expansion joint, the stress requirement of the beam end structure can be guaranteed. Referring to fig. 2 and 3, in the present embodiment, a plurality of sets of top plate flange studs 13 are disposed on the top flange of the channel steel box girder 11, and a plurality of main girder top edge stud reservation notches 24 are disposed on the prefabricated bridge deck 2 corresponding to the top plate flange studs 13; the multiple groups of top plate flange welding nails 13 are respectively arranged in the multiple girder top edge welding nail reserved notches 24, and the top plate flange welding nails 13 are connected with the prefabricated bridge deck 2 through local post-pouring micro-expansion concrete. The top plate flange welding nails 13 are welded to the top flange of the channel steel box girder 11 when the channel steel box girder 11 is prefabricated in a factory. During on-site assembly, the top plate flange welding nails 13 are aligned to the reserved notches 24 of the top plate flange welding nails, the steel main beam 1 and the prefabricated bridge deck slab 2 are conveniently butted and installed to form a whole, better integrity is achieved, and construction is very convenient.

Further, in this embodiment, the top plate of the inter-beam cross link 12 is further provided with a plurality of sets of inter-beam cross link top plate welding nails 14, and the prefabricated bridge deck 2 is provided with a plurality of cross link top plate welding nail reserved slots 25 corresponding to the inter-beam cross link top plate welding nails 14; the cross-linked roof welding nails 14 among the multiple groups of beams are respectively arranged in the multiple groups of pre-reserved notches 25 of the cross-linked roof welding nails, and the cross-linked roof welding nails 14 among the beams are connected with the prefabricated bridge deck 2 through local post-poured micro-expansion concrete. The stress performance of the beam structure at the end of the steel-concrete composite beam can be further improved by matching the cross-linked roof welding nail 14 with the cross-linked roof welding nail reserved notch 25 and matching the roof flange welding nail 13 with the main beam top flange welding nail reserved notch 24.

Specifically, referring to fig. 2 and 3, in the present embodiment, the plurality of welding nails in each group of roof flange welding nails 13 are arranged in rows and columns, and the number of welding nails arranged in the longitudinal bridge direction is greater than the number of welding nails arranged in the transverse bridge direction. That is, the number of rows of studs in each set of top plate flange studs 13 is greater than the number of columns. A plurality of welding nails in the transverse connection top plate welding nail 14 among each group of beams are also arranged in rows and columns, and the number of the welding nails arranged along the longitudinal bridge direction is less than that of the welding nails arranged along the transverse bridge direction. That is, the number of rows of studs in each set of beam-to-beam cross-roof studs 14 is less than the number of columns. So set up, the different arrangement mode of horizontal orientation is adopted to horizontal roof welding nail 14 between roof flange welding nail 13 and roof beam, and this kind of horizontal orientation multidimension degree welding nail is laid, has greatly guaranteed prefabricated decking 2 and steel girder 1's the compactness of being connected, has that the wholeness is strong, the advantage that atress performance is good.

Generally, according to the steel-concrete composite beam end beam structure, the beam end bridge deck slab thickened section 21 is arranged at the end part, the expansion joint reserved notch 3 at the end part of the prefabricated bridge deck slab 2 can deepen the depth of the expansion joint in combination with the specification of the expansion joint, so that the thickness of the main body part of the prefabricated bridge deck slab 2 can meet the requirement of weight reduction, the requirement of the installation depth of the deeply buried expansion joint can be met, and the conventional cast-in-place construction operation is not needed. Through setting up beam-ends decking changeover portion 23 between beam-ends decking thick section 21 at prefabricated decking 2 and beam-ends decking standard section 22 and connecting for prefabricated decking 2 passes through more smoothly, compares in traditional right angle thickening plate, has both reduced stress concentration, has compromise the view nature again. Set up roof edge of a wing welding nail 13 and beam cross-linking roof welding nail 14 between roof beam on steel girder 1, respectively with prefabricated bridge deck 2 on girder top edge welding nail reservation notch 24, cross-linking roof welding nail reservation notch 25 on-the-spot cooperation butt joint, not only construction convenience can make steel girder 1 and prefabricated bridge deck 2 be connected closely moreover, the wholeness is good, common atress can be strong, reducible fulcrum corner effect, the expansion joint is not fragile under the long-term operation state.

The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. The utility model provides a steel reinforced concrete combination beam-ends crossbeam structure of adaptable deep-buried expansion joint, is in including steel girder (1) and complex prefabricated decking (2) on the steel girder (1), its characterized in that, the tip of prefabricated decking (2) is equipped with beam-ends decking thickened section (21), the thickness of beam-ends decking thickened section (21) is greater than the thickness of beam-ends decking standard section (22) of prefabricated decking (2), the upper portion of beam-ends decking thickened section (21) is equipped with expansion joint reservation notch (3).

2. The steel-concrete composite beam-end beam structure capable of adapting to the deep-buried expansion joint according to claim 1, wherein the top surface of the beam-end bridge deck slab thickened section (21) is flush with the top surface of the beam-end bridge deck slab standard section (22), and the bottom surface of the beam-end bridge deck slab thickened section (21) is lower than the bottom surface of the beam-end bridge deck slab standard section (22).

3. The steel-concrete composite beam end beam structure capable of adapting to the deep-buried expansion joint as claimed in claim 1, wherein the thickness of the beam end bridge deck thickened section (21) is not less than the sum of the thickness of the beam end bridge deck standard section (22) and the depth of the expansion joint reserved notch (3).

4. The steel-concrete composite beam-end beam structure capable of adapting to the deep-buried expansion joint according to claim 1, wherein the beam-end bridge deck slab thickened section (21) and the beam-end bridge deck slab standard section (22) are connected through a beam-end bridge deck transition section (23), the top surface of the beam-end bridge deck transition section (23) is flush with the top surfaces of the beam-end bridge deck slab thickened section (21) and the beam-end bridge deck slab standard section (22), the bottom surface of the beam-end bridge deck transition section (23) is an inclined surface, one end of the bottom surface of the beam-end bridge deck transition section (23) is connected with the bottom surface of the beam-end bridge deck slab thickened section (21), and the other end of the bottom surface of the beam-end bridge deck slab standard section (22).

5. The steel-concrete composite beam end beam structure suitable for the deep-buried expansion joint according to any one of claims 1 to 4, wherein the steel main beam (1) comprises a plurality of groove-shaped steel box beams (11) arranged at intervals along the transverse bridge direction, an inter-beam cross connection (12) is arranged between the adjacent groove-shaped steel box beams (11), and a connecting plate on the side surface of the inter-beam cross connection (12) is connected with the groove-shaped steel box beams (11) through a high-strength bolt.

6. The steel-concrete composite beam end beam structure adaptable to the deeply buried expansion joint as claimed in claim 5, wherein a plurality of sets of top flange welding nails (13) are provided on the top flange of the channel-type steel box beam (11), and a plurality of main beam top flange welding nail reserved slots (24) are provided on the prefabricated bridge deck (2) corresponding to the top flange welding nails (13); the top plate flange welding nails (13) are arranged in the reserved notches (24) of the main beam top edge welding nails and are connected with the prefabricated bridge deck (2) through local post-pouring micro-expansion concrete.

7. The steel-concrete composite beam end beam structure adaptable to the deeply buried expansion joint according to claim 6, wherein a plurality of sets of inter-beam cross-linked roof plate welding nails (14) are arranged on a roof plate of the inter-beam cross-link (12), and a plurality of cross-linked roof plate welding nail reserved notches (25) are arranged on the prefabricated bridge deck plate (2) corresponding to the inter-beam cross-linked roof plate welding nails (14); the inter-beam cross-linked roof welding nail (14) is arranged in the cross-linked roof welding nail reserved notch (25) and is connected with the prefabricated bridge deck (2) through local post-poured micro-expansion concrete.

8. The steel-concrete composite beam end beam structure adaptable to the deeply buried expansion joint as claimed in claim 7, wherein a plurality of welding nails in each group of the top plate flange welding nails (13) are arranged in rows and columns, and the number of the welding nails arranged in the longitudinal bridge direction is more than that of the welding nails arranged in the transverse bridge direction; a plurality of welding nails in the transverse connection top plate welding nails (14) between each group of beams are arranged in rows and columns, and the number of the welding nails arranged along the longitudinal bridge direction is less than that of the welding nails arranged along the transverse bridge direction.