CN215252249U - Connecting structure of hogging moment area of steel-concrete combined continuous beam - Google Patents
Connecting structure of hogging moment area of steel-concrete combined continuous beam Download PDFInfo
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- CN215252249U CN215252249U CN202023161035.3U CN202023161035U CN215252249U CN 215252249 U CN215252249 U CN 215252249U CN 202023161035 U CN202023161035 U CN 202023161035U CN 215252249 U CN215252249 U CN 215252249U
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Abstract
The utility model provides a connection structure in steel-concrete combination continuous beam hogging moment district, including the steel girder that the interval set up and be located the end crossbeam between the adjacent steel girder, be provided with trompil joint steel board between the adjacent steel girder top, be provided with a plurality of first shear force nails that are used for fixing trompil joint steel board at last flange board on the trompil joint steel board. The utility model relates to a rationally, simple structure embolias the shear force nail at steel girder top through trompil connecting steel plate for adjacent steel girder upper limb links integratively, has solved the discrete problem of steel girder beam-ends effectively, has improved the girder steel pressurized of steel-concrete combination simple support continuous beam hogging moment district and the adverse effect that concrete slab is pulled simultaneously, has guaranteed the whole atress performance and the anti-seismic performance of steel-concrete combination continuous beam.
Description
Technical Field
The utility model relates to a connection structure in steel-concrete combination continuous beam hogging moment district.
Background
As is known, the steel-concrete simply supported composite beam has the advantages of simple structure, definite stress, good ductility and the like due to the full play of the material characteristics of high tensile strength of steel and high compressive strength of concrete, is convenient to construct, has high prefabrication degree, can adapt to a foundation with large settlement, is popularized in small and medium spans, but has the defects of large bending moment in the middle span, large deflection in the middle span, limited span, more bridge piers and the like, and is not suitable for bridge sites with medium or large spans.
The steel-mixed continuous composite beam has the advantages of large clearance under the bridge, large crossing capacity, large rigidity, light structural weight and the like, so that the steel-mixed continuous composite beam is widely applied to the engineering field in medium or large span bridges. However, in the hogging moment section, the concrete is in tension, the upper edges of the steel beams are in tension, and the lower edges of the steel beams are in compression, which can adversely affect the deflection, rigidity and slippage of the continuous composite beam, and the adverse effects can be improved by engineering.
The construction method of simply supporting and then continuously constructing is the most common construction method of the continuous composite beam at present. And the structural system is converted from simple support to continuous through the end beam at the end of the cast-in-place simple support beam. The bridge which is simply supported and then continuously combined effectively overcomes the defects of the simply supported beam and the continuous beam, integrates the advantages of the simply supported beam and the continuous beam and has a more reasonable structure. The simply-supported-beam continuous construction method utilizes a simply-supported beam prefabrication and erection method, is convenient to construct, has easy standardization of corresponding structure size, provides support for large-scale prefabrication production, and improves construction efficiency. Although the adjacent simply supported beams are connected together through the introduction end beam structure at the bridge support to form the continuous system bridge, the steel beams of the adjacent simply supported composite beams are not directly connected and still in the form of steel beam interruption. Therefore, in the using stage of the bridge, the end cross beam at the pier top support seat can bear larger negative bending moment and shearing force, and further adverse factors such as tension of a cast-in-place concrete plate at the pier top, compression of the lower edge of a steel beam and the like are generated, so that longitudinal and transverse cracks can appear in the bridge deck at the wet end head structure of the simply supported continuous beam too early, the durability of the structure is reduced, and the service life of the bridge structure is influenced. Thus, beam-end joining in a simple-to-continuous system has always been the focus of attention for continuous composite beams.
At present, in the design, the width of the crack of the bridge deck at the end head structure of the wet connection is generally controlled by increasing the reinforcement ratio at the end cross beam, or a prestressed tendon is further arranged at the concrete top plate near the support to resist the negative bending moment, so that the crack of the bridge deck is reduced. However, the control of the crack width of the pier-top bridge deck slab by improving the reinforcement ratio of the common steel bars is limited, and the prestress application effect is not obvious due to the influence of concrete creep.
SUMMERY OF THE UTILITY MODEL
The utility model discloses improve above-mentioned problem, promptly the to-be-solved technical problem of the utility model is to provide a connection structure in steel-concrete combination continuous beam hogging moment district, solved the discrete problem of girder steel beam-ends effectively, improved the girder steel pressurized and the concrete slab of steel-concrete combination simple support commentaries on classics continuous beam hogging moment district simultaneously and pulled adverse effect, guaranteed the whole atress performance and the anti-seismic performance of steel-concrete combination continuous beam.
The utility model discloses a concrete implementation scheme is: the utility model provides a connection structure in steel-concrete combination continuous beam hogging moment district, including the steel girder that the interval set up and be located the end crossbeam between the adjacent steel girder, be provided with trompil joint steel board between the adjacent steel girder top, be provided with a plurality of first shear force nails that are used for fixing at the upper flange board with trompil joint steel board on the trompil joint steel board.
Further, every steel girder is including last flange board, web and the bottom flange board that from top to bottom sets up, and first shear force nail evenly arranges at last flange board upper surface, and trompil connecting steel plate installs between adjacent last flange board top, trompil connecting steel plate both sides are provided with the trompil that is used for wearing to establish first shear force nail, make two adjacent last flange boards connect through trompil connecting steel plate.
Furthermore, a reinforcement cage is arranged in the end beam and consists of transverse reinforcements and stirrups which are arranged in a staggered mode.
Furthermore, vertical reinforcing ribs are arranged on two sides of the web plate, and a plurality of second shear nails are uniformly arranged on one surface, close to the end beam, of each vertical reinforcing rib.
Furthermore, a preset round hole is formed in the web plate located inside the end cross beam and used for enabling the transverse steel bar to penetrate through.
Furthermore, the vertical welding of lower flange plate medial extremity has the opposite vertex steel sheet, is provided with the filled steel sheet between two opposite vertex steel sheets.
Furthermore, trompil steel band width is less than the width of last flange board, adopt fillet weld welding between trompil steel band edge and the last flange board along both sides limit of trompil steel band length direction.
Furthermore, a gap of 5 mm-20 mm is reserved between adjacent opposite-top steel plates, and the gap is used for placing a filling steel plate with a corresponding thickness.
Furthermore, the distance between the perforated connecting steel plate and the upper flange plate is 0-150 mm.
Furthermore, two layers of perforated connecting steel plates are arranged above the upper flange plate, and the distance between the two layers of perforated connecting steel plates is 60-200 mm.
Compared with the prior art, the utility model discloses following beneficial effect has: the device has simple structure and reasonable design, and the shear nails sleeved on the upper flanges of the steel girders are connected through the perforated connecting steel plates, so that the upper flanges of the adjacent steel girders are connected into a whole, the problem of discontinuous beam ends of the steel girders is effectively solved, the adverse effects of the compression of the steel girders and the tension of the concrete slabs in the hogging moment area of the steel-concrete composite simply supported continuous beam are improved, and the integral stress performance and the anti-seismic performance of the steel-concrete composite continuous beam are ensured; meanwhile, the problems of high manufacturing cost, complicated construction, poor crack width control effect and the like caused by adopting a tensioning high-strength prestressed bar and increasing the reinforcement ratio of a common reinforcing bar are solved, and the adverse effects of tensile cracking, poor structural durability and the like of a concrete slab of the hogging moment section of the steel-concrete combined continuous beam are effectively improved.
Drawings
FIG. 1 is a structural elevation view of a first embodiment of the present invention;
FIG. 2 is a cross-sectional view of a first embodiment of the present invention;
fig. 3 is a plan view of a first embodiment of the present invention;
fig. 4 is a structural elevation view of a second embodiment of the present invention;
fig. 5 is a plan view of a second embodiment of the present invention;
fig. 6 is a structural elevation view of a third embodiment of the present invention;
fig. 7 is a structural elevation view of a fourth embodiment of the present invention;
in the figure: 1-upper flange plate; 2-lower flange plate; 3-a web; 4-opening a connecting steel plate; 5-a first shear pin; 6-opposite top steel plate; 7-a filled steel plate; 8-transverse steel bars; 9-stirrup; 10-opening a hole; 11-presetting a circular hole; 12-vertical stiffeners; 13-fillet weld; 14-end cross member; 15-bridge deck concrete layer; 16-second shear pin.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
The first embodiment of the present invention provides a connection structure of hogging moment area of steel-concrete composite continuous beam, as shown in fig. 1 to 3, including steel girders arranged at intervals and end beams 14 located between adjacent steel girders, an open-hole connecting steel plate 4 is provided between the tops of adjacent steel girders, a plurality of first shear nails 5 for fixing the open-hole connecting steel plate on the upper flange plate are provided on the open-hole connecting steel plate.
Foretell every steel girder is including last flange plate 1, web 3 and the lower flange plate 2 that from top to bottom sets up, and the web upper end is connected with last flange plate, and the web lower extreme is connected with the lower flange plate, and first shear force nail evenly arranges on last flange plate upper surface, and adjacent last flange plate interval sets up, and trompil connecting steel plate installs between adjacent last flange plate top, trompil connecting steel plate both sides are provided with the trompil 10 that is used for wearing to establish first shear force nail, and first shear force nail passes the trompil and makes two adjacent last flange plates connect through the first shear force nail in the trompil.
The end beam is of a reinforced concrete structure and is used for being connected between the end parts of the adjacent steel main beams.
The concrete material adopted in the end beam is common concrete, or high-performance concrete, or ultrahigh-performance concrete, or steel fiber concrete.
Be provided with the steel reinforcement cage in foretell end crossbeam, the steel reinforcement cage comprises crisscross transverse reinforcement 8 and the stirrup 9 that sets up.
Vertical reinforcing ribs 12 are arranged on two sides of the web plate, and a plurality of second shear nails 16 are uniformly arranged on one surface of each vertical reinforcing rib close to the near-end cross beam.
The web plate positioned in the end cross beam is provided with a preset round hole 11 for the transverse steel bar to penetrate through.
And opposite-top steel plates 6 are vertically welded at the inner side ends of the lower flange plates, and a filling steel plate 7 is arranged between the two opposite-top steel plates.
And a gap of 5 mm-20 mm is reserved between the adjacent opposite-top steel plates, and after the steel girder is installed in place, a filling steel plate with corresponding thickness is arranged in the gap.
And a bridge deck concrete layer 15 is arranged above the steel main beam.
The embodiment of the utility model provides an in the second, on the basis of embodiment one, as shown in FIG. 4~5, trompil binding steel plate width is less than the width of upper limb listrium, adopt fillet weld 13 welding between trompil binding steel plate along trompil binding steel plate length direction's both sides limit and the upper limb listrium.
In the third embodiment of the present invention, on the basis of the first embodiment, as shown in fig. 6, the distance between the perforated connecting steel plate and the upper flange plate is 0-150 mm.
The embodiment of the utility model provides a four in, on the basis of embodiment one, as shown in FIG. 7, two-layer trompil binding steel plate has been laid to the top of the last flange board, and the trompil binding steel plate that is located the lower floor pastes tight top flange board surface, and the interval of two-layer trompil binding steel plate is 60~200 mm.
In this embodiment, the construction steps are as follows:
(1) processing a steel main beam: processing each component plate of the steel girder according to a steel girder processing drawing, reserving a preset circular hole in a web plate, assembling and welding an upper flange plate, a lower flange plate and the web plate, welding opposite top steel plates at the inner side end part of the lower flange plate, welding vertical stiffening rib steel plates at two sides of the web plate, welding a second shear nail on the surface of one side of a beam close to an end of the web plate, and welding the shear nails on the surface of the upper flange of the steel girder;
(2) processing a connecting steel plate: processing holes at the positions, corresponding to the first shear nails, of the connecting steel plates, wherein the center lines of the holes need to be aligned with the center lines of the first shear nails;
(3) erecting a steel main beam: transporting the steel main beam to a construction site, erecting the steel main beam by adopting a hoisting, pushing or dragging method, placing a temporary support at the lower part of a vertical stiffening rib at the end part of the steel main beam, and installing a permanent support between two adjacent steel main beams after the steel main beam is installed and fixed;
(4) and (3) construction of a reinforcement cage: binding transverse steel bars and stirrups, wherein part of the transverse steel bars need to pass through preset round holes of two adjacent webs to form a steel reinforcement cage in the end beam;
(5) installing the perforated connecting steel plate: aligning the preset round hole of the perforated connecting steel plate and sleeving the first shear nail of the adjacent upper flange, and performing welding construction if the perforated connecting steel plate is welded with the upper flange according to design requirements;
(6) end beam construction: formwork supporting is carried out according to the size of the end cross beam, concrete is poured and maintained, and the formwork can be removed after the strength of the concrete reaches the formwork removal strength, so that the steel main beams are longitudinally connected into a whole;
(7) construction of a bridge deck concrete layer: and (3) mounting a bridge deck concrete bottom die and a side die, binding reinforcing steel bars of a bridge deck, pouring concrete and maintaining, and removing the die after the concrete meets the design requirements.
In the step (5), the installation of the perforated connecting steel plate can be placed after the construction of the end beam;
in the step (7), the bridge deck concrete layer construction can be performed together with the end beam concrete.
Any technical solution disclosed in the present invention is, unless otherwise stated, disclosed a numerical range if it is disclosed, and the disclosed numerical range is a preferred numerical range, and any person skilled in the art should understand that: the preferred ranges are merely those values which are obvious or representative of the technical effect which can be achieved. Because numerical value is more, can't be exhaustive, so the utility model discloses just disclose some numerical values with the illustration the technical scheme of the utility model to, the numerical value that the aforesaid was enumerated should not constitute right the utility model discloses create the restriction of protection scope.
If the terms "first," "second," etc. are used herein to define parts, those skilled in the art will recognize that: the terms "first" and "second" are used merely to distinguish one element from another in a descriptive sense and are not intended to have a special meaning unless otherwise stated.
Also, above-mentioned the utility model discloses if disclose or related to mutually fixed connection's spare part or structure, then, except that other the note, fixed connection can understand: a detachable fixed connection (for example using bolts or screws) is also understood as: non-detachable fixed connections (e.g. riveting, welding), but of course, fixed connections to each other may also be replaced by one-piece structures (e.g. manufactured integrally using a casting process) (unless it is obviously impossible to use an integral forming process).
In addition, the terms used in any aspect of the present disclosure as described above to indicate positional relationships or shapes include similar, analogous, or approximate states or shapes unless otherwise stated.
The utility model provides an arbitrary part both can be assembled by a plurality of solitary component parts and form, also can be the solitary part that the integrated into one piece technology was made.
Finally, it should be noted that the above embodiments are only used for illustrating the technical solutions of the present invention and not for limiting the same; although the present invention has been described in detail with reference to preferred embodiments, it should be understood by those skilled in the art that: the invention can be modified or equivalent substituted for some technical features; without departing from the spirit of the present invention, it should be understood that the scope of the claims is intended to cover all such modifications and variations.
Claims (9)
1. The utility model provides a joint construction in steel-thoughtlessly combination continuous beam hogging moment district, its characterized in that, including the steel girder that the interval set up and be located the end crossbeam between the adjacent steel girder, be provided with trompil joint steel board between the adjacent steel girder top, be provided with a plurality of first shear force nails that are used for fixing trompil joint steel board at last flange board on the trompil joint steel board, every steel girder is including last flange board, web and the lower flange board that from top to bottom sets up, and first shear force nail evenly arranges at last flange board upper surface, and trompil joint steel board installs between adjacent last flange board top, trompil joint steel board both sides are provided with the trompil that is used for wearing to establish first shear force nail, make two adjacent upper flange boards connect through trompil joint steel board.
2. The connecting structure of hogging moment area of steel-concrete composite continuous beam of claim 1, wherein a reinforcement cage is arranged in said end beam, the reinforcement cage is composed of transverse reinforcement and stirrups which are arranged in a staggered manner.
3. The connecting structure of the hogging moment area of the steel-concrete combined continuous beam as claimed in claim 1, wherein vertical reinforcing ribs are arranged on two sides of the web plate, and a plurality of second shear pins are uniformly arranged on one side of each vertical reinforcing rib close to the end cross beam.
4. The connecting structure of the hogging moment region of the steel-concrete composite continuous beam as claimed in claim 2, wherein the web plate located inside the end cross beam is provided with a predetermined circular hole for the transverse reinforcing steel bar to pass through.
5. The connecting structure of the hogging moment area of the steel-concrete composite continuous beam as claimed in claim 1, wherein opposite top steel plates are vertically welded to the inner side ends of the lower flange plates, and a filler steel plate is arranged between the two opposite top steel plates.
6. The connecting structure of the hogging moment zone of the steel-concrete composite continuous beam as claimed in claim 1, wherein the width of the perforated connecting steel plate is less than that of the upper flange plate, and fillet welds are adopted between two side edges of the perforated connecting steel plate in the length direction and the upper flange plate.
7. The connecting structure of the hogging moment area of the steel-concrete composite continuous beam as claimed in claim 5, wherein a gap of 5 mm-20 mm is left between adjacent opposite top steel plates for inserting filling steel plates with corresponding thickness.
8. The connecting structure of the hogging moment area of the steel-concrete composite continuous beam as claimed in claim 1, wherein the distance between the perforated connecting steel plate and the upper flange plate is 0-150 mm.
9. The connecting structure of the hogging moment area of the steel-concrete composite continuous beam as claimed in claim 1, wherein two layers of perforated connecting steel plates are arranged above the upper flange plate, and the distance between the two layers of perforated connecting steel plates is 60-200 mm.
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| CN202023161035.3U CN215252249U (en) | 2020-12-24 | 2020-12-24 | Connecting structure of hogging moment area of steel-concrete combined continuous beam |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112482200A (en) * | 2020-12-24 | 2021-03-12 | 福州大学 | Connecting structure of hogging moment area of steel-concrete combined continuous beam and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112482200A (en) * | 2020-12-24 | 2021-03-12 | 福州大学 | Connecting structure of hogging moment area of steel-concrete combined continuous beam and construction method thereof |
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