CN211340366U - Continuous combined beam bridge - Google Patents
Continuous combined beam bridge Download PDFInfo
- Publication number
- CN211340366U CN211340366U CN201922016411.0U CN201922016411U CN211340366U CN 211340366 U CN211340366 U CN 211340366U CN 201922016411 U CN201922016411 U CN 201922016411U CN 211340366 U CN211340366 U CN 211340366U
- Authority
- CN
- China
- Prior art keywords
- concrete
- bridge deck
- moment area
- concrete bridge
- bending moment
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a continuous combination beam bridge, include: the bridge comprises piers, steel beams, positive bending moment area concrete bridge decks and negative bending moment area concrete bridge decks; the positive bending moment area concrete bridge deck is arranged at the middle section of the steel beam and forms a prefabricated combined beam member together with the steel beam to participate in stress; the two ends of the steel beam are provided with extending parts for placing the concrete bridge deck slab in the hogging moment area; longitudinal steel bars are pre-embedded in the concrete bridge deck slab in the positive bending moment area along the bridge direction, and the longitudinal steel bars extend out of two ends of the concrete bridge deck slab in the positive bending moment area; longitudinal steel bars are pre-buried in the hogging moment area concrete bridge deck along the bridge direction, and the longitudinal steel bars extend out of two ends of the hogging moment area concrete bridge deck; the concrete bridge deck slab in the positive bending moment area and the longitudinal steel bars extending out of two ends of the concrete bridge deck slab in the negative bending moment area form a wet joint. The utility model discloses can solve current continuous combination beam bridge and have that hogging moment district concrete prestressing force is poor, easy fracture, and compressive capacity is weak and then influence bridge bearing capacity scheduling problem.
Description
Technical Field
The utility model relates to a bridge engineering technical field, concretely designs a continuous composite beam bridge.
Background
The composite structure bridge has the advantages of light dead weight, high bearing capacity, simple structure, convenient construction and small sound blocking effect on traffic due to the full play of the characteristics of good tensile property of steel and good compression resistance of concrete, and is more and more widely applied to highways and municipal engineering. However, for the continuous composite beam bridge, due to the influence of the hogging moment of the middle pivot, the concrete of the bridge deck slab can generate tensile stress and is easy to generate cracks. And the lower wing and partial web plate of the steel beam are pressed, so that the lateral torsional buckling and the local buckling of the combined beam are easy to occur, and the durability and the bearing capacity of the structure are seriously influenced by the problems. In the engineering application process, in order to ensure that the continuous composite beam meets the normal use performance, design and research personnel develop various treatment measures for solving the problem of concrete cracking in the hogging moment area. The most common of these measures are as follows: (1) the concrete deck slab steel beams are not combined. The method has the advantages of low structural reliability, low material utilization efficiency, poor durability and increased field wet operation amount. (2) And (4) tensioning prestress in the concrete bridge deck in the hogging moment area. When the method is frequently used for in-situ concrete casting in a hogging moment area, the prestress efficiency is low, the prestress is often applied to the steel beam, the prestress is transferred from the concrete to the steel beam along with the shrinkage and creep of the concrete, and the prestress loss is difficult to control. Therefore, the technical problems that the concrete prestress of the hogging moment region is poor, the concrete is easy to crack and the pressure resistance is weak so as to influence the bearing capacity and durability of the bridge and the like of the existing continuous combined beam bridge and the technical problem that the concrete bridge deck steel beams are not combined to increase the field wet operation amount exist.
SUMMERY OF THE UTILITY MODEL
The utility model aims at solving the technical problem that there is negative moment district concrete prestressing force poor, easy fracture in the continuous composite beam bridge, compressive capacity is weak and then influences technical problem such as bridge bearing capacity, durability, and concrete bridge deck plate girder steel does not make up the wet work volume of increase scene.
The purpose of the utility model is realized through the following technical scheme:
the embodiment of the utility model provides a continuous combination beam bridge, include: the concrete bridge comprises a pier, a steel beam arranged on the pier, a positive bending moment area concrete bridge deck plate and a negative bending moment area concrete bridge deck plate, wherein the positive bending moment area concrete bridge deck plate and the negative bending moment area concrete bridge deck plate are arranged on the steel beam; the steel beam, the positive bending moment area concrete bridge deck and the negative bending moment area concrete bridge deck are all prefabricated, wherein,
the positive bending moment area concrete bridge deck is arranged at the middle section of the steel beam and forms a prefabricated combined beam member together with the steel beam to participate in stress;
the two ends of the steel beam are provided with extending parts for placing the hogging moment area concrete bridge deck;
longitudinal steel bars are pre-buried in the positive bending moment area concrete bridge deck along the bridge direction, and the longitudinal steel bars extend out of two ends of the positive bending moment area concrete bridge deck;
longitudinal steel bars are pre-buried in the hogging moment area concrete bridge deck along the bridge direction, and the longitudinal steel bars extend out of two ends of the hogging moment area concrete bridge deck;
the positive bending moment area concrete bridge deck and the negative bending moment area concrete bridge deck extend out of two ends of the longitudinal steel bars to form a wet joint, and the positive bending moment area concrete bridge deck and the negative bending moment area concrete bridge deck are connected through cast-in-place concrete in the wet joint;
the hogging moment area concrete bridge deck slab is a prefabricated pretensioning prestressed concrete bridge deck slab or a prefabricated ultra-high performance concrete bridge deck slab containing coarse aggregate.
Preferably, welding nails are buried in the joints of the positive bending moment area concrete bridge deck and the steel beams, and the positive bending moment area concrete bridge deck and the steel beams are connected through the welding nails to form a combined beam member to jointly participate in stress.
Preferably, a plurality of groups of group nail connecting pieces are arranged on the upper flanges of the extending parts at the two ends of the steel beam, a plurality of group nail holes for placing the group nail connecting pieces are formed in the hogging moment area concrete bridge deck corresponding to the group nail connecting pieces, and concrete is cast in situ in the group nail holes.
Preferably, the cast-in-place concrete in the group nail holes is micro-expansion concrete, and the hogging moment area concrete bridge deck is connected with the steel beam through a group nail connecting piece and the cast-in-place micro-expansion concrete to form a combined structure.
Preferably, the wet joint is of a step-shaped structure, the width of the upper part of the wet joint is 0.4-0.6 m, and the width of the lower part of the wet joint is 0.3-0.5 m.
Preferably, the coarse aggregate-containing ultra-high performance concrete is ultra-high performance concrete formed by combining coarse aggregate with the particle size of not more than 10mm, fine aggregate with the fineness modulus of 2.6-2.8 and active powder concrete.
Preferably, the hogging moment area specifically refers to a bridge span range spanning 0.1-0.5 times from the bridge pivot to two sides.
Preferably, the concrete bridge deck slab in the positive bending moment area is a common concrete bridge deck slab.
The utility model discloses the beneficial effect who brings: the embodiment of the utility model provides an in, because girder steel, positive moment district concrete bridge panel, combination beam component, negative moment district concrete bridge panel all are prefabricated, so the work progress is simple and direct, reduces the wet work volume in scene. And the hogging moment area concrete bridge deck can adopt pretensioning method prestressed concrete, which can reduce the adverse effect generated by concrete shrinkage creep, improve the prestressing efficiency and reduce the prestressing loss. The hogging moment area concrete bridge deck is made of ultra-high performance concrete containing coarse aggregate, and the positive bending moment area concrete bridge deck is made of common concrete and stressed together with the steel beam, so that the engineering cost can be reduced while the stress requirement of the engineering structure is met. The utility model discloses can solve current continuous combination beam bridge and have that hogging moment district concrete prestressing force is poor, easy fracture, and compressive capacity is weak and then influence bridge bearing capacity, durability subalternation technical problem, still solved technical problem such as decking non-combination increases on-the-spot wet work volume.
Drawings
Fig. 1 is a schematic view of an overall structure of a continuous composite beam bridge according to an embodiment of the present invention;
FIG. 2 is a schematic view of a portion of the structure of a continuous composite girder bridge according to the embodiment of FIG. 1;
FIG. 3 is an elevation view of a portion of the structure of a continuous composite girder bridge according to the embodiment of FIG. 2;
FIG. 4 is a top plan view of a hogging moment area concrete deck provided by the embodiment of FIG. 1;
fig. 5 is a cross-sectional view of a wet seam provided by the embodiment of fig. 1.
Wherein: 1. a steel beam; 2. a positive bending moment area concrete bridge deck; 3. a hogging moment area concrete deck slab; 4. welding nails; 5. a group nail connecting piece; 6. group nail holes; 7. wet seaming; 8. longitudinal reinforcing steel bars; 9. a bridge pier; 10. and (7) welding a nail plate.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention. The embodiments described below and the features of the embodiments can be combined with each other without conflict.
As shown in fig. 1-5, an embodiment of the present invention provides a continuous composite girder bridge, including: the concrete bridge comprises piers 9, steel beams 1 arranged on the piers 9, positive bending moment area concrete bridge decks 2 and negative bending moment area concrete bridge decks 3 arranged on the steel beams 1; the steel beam 1, the positive bending moment area concrete bridge deck 2 and the negative bending moment area concrete bridge deck 3 are all prefabricated, and specifically, the negative bending moment area specifically refers to a bridge span range which spans 0.1-0.5 times from a bridge fulcrum to two sides.
Wherein, the concrete bridge deck slab 2 in the positive bending moment area is arranged at the middle section of the steel beam 1 and forms a prefabricated combined beam member together with the steel beam 1 to participate in stress. The concrete bridge deck 2 in the positive bending moment area and the steel beam 1 are stressed together, and the stress performance of the beam bridge is improved. And the combined beam component is a structure formed by combining and connecting a prefabricated steel beam 1 and a prefabricated positive bending moment area concrete bridge deck 2. The combined beam components are prefabricated, so that the bridge is convenient to erect, the construction is simple and convenient, and the field wet operation amount is reduced. Preferably, the concrete bridge deck 2 in the positive bending moment area is a common concrete bridge deck; the positive bending moment area concrete bridge deck 2 mainly bears the pressure effect, and the positive bending moment area concrete bridge deck 2 and the steel beam 1 participate in stress together, so that the structural stress requirement can be met by adopting conventional common concrete, and the construction cost is favorably reduced.
The two ends of the steel beam 1 are provided with extending parts for placing the hogging moment area concrete bridge deck slab 3. It is convenient for like this to set up hogging moment district concrete decking 3 and form integrated configuration on girder steel 1, and then form integrated beam bridge structure with whole integrated beam component.
The concrete bridge deck slab 2 in the positive bending moment area is provided with longitudinal steel bars 8 along the bridge direction in an embedded mode, and the longitudinal steel bars 8 extend out of the two ends of the concrete bridge deck slab 2 in the positive bending moment area. Therefore, the prestress and the pressure resistance of the concrete bridge deck slab 2 in the positive bending moment area can be enhanced, and the influence on the durability of the beam bridge caused by the cracking of the concrete bridge deck slab 2 in the positive bending moment area is avoided. And is connected with the cast-in-place concrete of the hogging moment area concrete bridge deck 3 through longitudinal steel bars 8 extending out of two ends of the concrete bridge deck 2 of the hogging moment area.
The longitudinal steel bars 8 are pre-buried along the bridge direction in the hogging moment area concrete bridge deck 3, and the longitudinal steel bars 8 all extend out from the two ends of the hogging moment area concrete bridge deck 3. Therefore, the prestress and the pressure resistance of the concrete bridge deck slab 3 in the hogging moment area can be enhanced, and the concrete bridge deck slab 3 in the hogging moment area is prevented from cracking to influence the durability of a beam bridge. And is connected with the cast-in-place concrete of the concrete bridge deck slab 2 in the positive bending moment area through longitudinal steel bars 8 extending out of two ends of the concrete bridge deck slab 3 in the negative bending moment area.
The concrete bridge deck slab 2 in the positive bending moment area and the longitudinal steel bars 8 extending out of two ends of the concrete bridge deck slab 3 in the negative bending moment area form a wet joint 7, and the concrete bridge deck slab 2 in the positive bending moment area and the concrete bridge deck slab 3 in the negative bending moment area are connected through cast-in-place concrete in the wet joint 7. Therefore, the combined connection of a plurality of combined beam members can be realized, and a continuous combined bridge with longer span can be built.
The hogging moment area concrete bridge deck 3 is a prefabricated pretensioning prestressed concrete bridge deck or a prefabricated ultra-high performance concrete bridge deck containing coarse aggregate. Specifically, the pretensioned prestressed concrete or the coarse aggregate-containing ultrahigh-performance concrete is selected according to the bending tensile stress to be borne by the hogging moment area concrete bridge deck 3. When the bending tensile stress which the hogging moment area concrete bridge deck 3 should bear is more than or equal to 8MPa, the hogging moment area concrete bridge deck 3 adopts pretensioning method to prestress concrete; the hogging moment area concrete bridge deck 3 adopts a prefabricated form (pretensioning method prestressed concrete bridge deck), so that adverse effects caused by shrinkage and creep of concrete can be reduced, the prestressing efficiency is improved, and the prestressing loss is reduced. When the bending stress born by the hogging moment area concrete bridge deck slab 3 is 8MPa, the hogging moment area concrete bridge deck slab 3 is made of ultra-high performance concrete containing coarse aggregate; the hogging moment area concrete bridge deck 3 adopts the ultra-high performance concrete bridge deck containing coarse aggregate, so that the construction cost can be reduced. Therefore, the proper concrete can be selected for different engineering buildings, the mechanical property requirement of the engineering actual on the hogging moment area can be well met, and the engineering cost can be reduced. Preferably, the coarse aggregate-containing ultra-high performance concrete is ultra-high performance concrete formed by combining coarse aggregate with the particle size of not more than 10mm, fine aggregate with the fineness modulus of 2.6-2.8 and active powder concrete.
The embodiment of the utility model provides an in, because girder steel 1, positive moment district concrete decking 2, combination beam component, negative moment district concrete decking 3 all are prefabricated, so the work progress is simple and direct, reduces the wet work volume in scene. And the hogging moment area concrete bridge deck 3 can adopt pretensioning method prestressed concrete, which can reduce the adverse effect generated by concrete shrinkage creep, improve the prestressing efficiency and reduce the prestressing loss. The hogging moment area concrete bridge deck slab 3 adopts ultra-high performance concrete containing coarse aggregate, and the positive bending moment area concrete bridge deck slab 2 adopts ordinary concrete and bears the force with the girder steel 1 jointly, so that the engineering cost can be reduced while the requirement of the engineering structure on stress is met. The utility model discloses can solve current continuous combination beam bridge and have that hogging moment district concrete prestressing force is poor, easy fracture, and compressive capacity is weak and then influence bridge bearing capacity, durability subalternation technical problem, still solved the decking and not make up technical problem such as increase on-the-spot wet work volume, engineering cost height that increases.
Preferably, weld nails 4 are buried in the joints of the concrete bridge deck slab 2 in the positive bending moment area and the steel beam 1, and the concrete bridge deck slab 2 in the positive bending moment area and the steel beam 1 are connected through the weld nails 4 to form a combined beam member to participate in stress together. Specifically, after the welding nails 4 are embedded in the concrete bridge deck slab 2 in the positive bending moment area, the welding nails 4 can be connected with the upper flange of the steel beam 1 in a welding mode, and then the concrete bridge deck slab 2 in the positive bending moment area and the steel beam 1 form a combined beam member. When preventing that moment area concrete decking 2 from taking place the skew on girder steel 1, participate in the atress simultaneously with girder steel 1, improve the atress performance of girder bridge. And the concrete bridge deck 2 in the positive bending moment area and the steel beam 1 form a prefabricated combined beam member, so that the site construction is facilitated, and the site wet operation amount is reduced. Preferably, the quantity of welding nail 4 is a plurality of to welding nail 4 all sets up on welding nail board 10, when the welding, only needs to weld between welding nail board 10 and the girder steel 1 can realize the built-up connection of positive bending moment district concrete decking 2 and girder steel 1.
Preferably, a plurality of groups of group nail connecting pieces 5 are arranged on the upper flange of the extending part at the two ends of the steel beam 1, a plurality of group nail holes 6 for placing the group nail connecting pieces 5 are arranged on the hogging moment area concrete bridge deck 3 corresponding to the group nail connecting pieces 5, and concrete is cast in situ in the group nail holes 6. Preferably, the cast-in-place concrete in the group nail holes 6 is micro-expansion concrete, and the hogging moment area concrete bridge deck 3 and the steel beam 1 are connected through the group nail connecting pieces 5 and the cast-in-place micro-expansion concrete to form a combined structure. Hogging moment district concrete bridge panel 3 and girder steel 1 are through crowd's nail connecting piece 5 and crowd's nail hole 6 cooperation and in crowd's nail hole 6 cast in situ concrete and then realize the built-up connection. Thus, the concrete bridge deck 3 in the hogging moment area is prevented from deviating on the steel beam 1.
Preferably, the wet joint 7 has a step-like structure, and the wet joint 7 has an upper width of 0.4m to 0.6m and a lower width of 0.3m to 0.5 m. Therefore, the positive bending moment area concrete bridge deck 2 and the negative bending moment area concrete bridge deck 3 can be effectively connected, the prestress of the wet joint 7 can be kept, and the wet joint 7 is prevented from cracking.
To obtain the utility model discloses a continuous combined beam bridge, the utility model provides a following construction method, including following step:
s1, selecting pre-tensioned prestressed concrete or super-high performance concrete containing coarse aggregate according to the bending tensile stress born by the hogging moment area concrete bridge deck, prefabricating the hogging moment area concrete bridge deck in a factory, pre-burying longitudinal steel bars in the hogging moment area concrete bridge deck along the bridge direction, and enabling the longitudinal steel bars to extend out of two ends of the hogging moment area concrete bridge deck.
Specifically, when the bending tensile stress which the hogging moment area concrete bridge deck plate should bear is more than or equal to 8MPa, the hogging moment area concrete bridge deck plate adopts pretensioned prestressed concrete; the hogging moment area concrete bridge deck is prefabricated (pretensioning prestressed concrete bridge deck), so that adverse effects caused by shrinkage and creep of concrete can be reduced, the prestressing efficiency is improved, and the prestressing loss is reduced. When the bending stress born by the concrete bridge deck slab in the hogging moment area is 8MPa, the concrete bridge deck slab in the hogging moment area adopts ultra-high performance concrete containing coarse aggregate; the hogging moment area concrete bridge deck adopts the ultra-high performance concrete bridge deck containing coarse aggregate, so that the construction cost can be reduced. Therefore, the proper concrete can be selected for different engineering buildings, the mechanical property requirement of the engineering actual on the hogging moment area can be well met, and the engineering cost can be reduced. Wherein the prefabricated place can be the mill, also can be the bridge construction scene the embodiment of the utility model provides an in prefabricated place not inject.
When the hogging moment area concrete bridge deck is prefabricated in a factory, a construction method of pretensioned prestressed concrete is adopted, and longitudinal steel bars are pre-buried in the hogging moment area concrete bridge deck along the bridge direction. The prestressed concrete with the pre-tensioning method is a construction process that the prestressed tendon is tensioned before the concrete is poured, the tensioned prestressed tendon is temporarily anchored on a pedestal or a steel mould, then the concrete is poured, when the concrete is cured to reach the strength not less than 75% of the designed strength of the concrete, the prestressed tendon is released when the concrete is ensured to be bonded with the concrete sufficiently, and the concrete is prestressed by means of the bonding of the concrete and the prestressed tendon.
Furthermore, when the hogging moment area concrete bridge deck is prefabricated, a plurality of groups of group nail holes are formed in the hogging moment area concrete bridge deck and used for installing the hogging moment area concrete bridge deck on the steel beam.
Further, the hogging moment area specifically refers to a bridge span range which spans 0.1-0.5 times from the bridge pivot to two sides.
S2, prefabricating a steel beam and a positive bending moment area concrete bridge deck in a factory, wherein the positive bending moment area concrete bridge deck is arranged in the middle section of the steel beam and forms a combined beam member together with the steel beam to participate in stress, two ends of the steel beam are provided with extending parts for placing the negative bending moment area concrete bridge deck, longitudinal steel bars are pre-buried in the positive bending moment area concrete bridge deck along the bridge direction, and the longitudinal steel bars extend out of two ends of the positive bending moment area concrete bridge deck.
Specifically, the positive bending moment area concrete bridge deck and the steel beam jointly form a prefabricated combined beam member, and the positive bending moment area concrete bridge deck and the steel beam are stressed together, so that the stress performance of the beam bridge is improved. Preferably, the steel beam is a closed steel box beam, an open channel steel beam or an I-shaped steel beam. Preferably, the concrete bridge deck slab in the positive bending moment area is a common concrete bridge deck slab. The positive bending moment area concrete bridge deck mainly bears the pressure effect, and the positive bending moment area concrete bridge deck and the steel beam participate in stress together, so that the stress requirement of the structure can be met by adopting conventional common concrete, and the construction cost is favorably reduced.
Longitudinal steel bars are pre-buried along the bridge direction in the concrete bridge deck slab in the positive bending moment area, so that the prestressed concrete with good compressive property can be pre-cast by combining the characteristics of good compressive property of the steel bars and the concrete.
Furthermore, when the concrete bridge deck slab in the positive bending moment area is prefabricated, a plurality of welding nails are embedded in the concrete bridge deck slab in the positive bending moment area, and the concrete bridge deck slab in the positive bending moment area and the steel beam are connected through the welding nails to form a combined beam member, so that the concrete bridge deck slab in the positive bending moment area is prevented from deviating and the stability of a beam bridge is prevented from being influenced; and the positive bending moment area concrete bridge deck slab and the steel beam participate in stress together, so that the stress performance of the positive bending moment area concrete bridge deck slab is improved.
Furthermore, when the steel beam is prefabricated, a plurality of groups of group nail connecting pieces are arranged on the upper flange of the extending part at the two ends of the steel beam, and the group nail connecting pieces are arranged corresponding to the group nail holes and used for installing the hogging moment area concrete bridge deck on the extending part at the two ends of the steel beam, so that the hogging moment area concrete bridge deck is prevented from deviating and the stability of the bridge is prevented from being influenced.
In an optional embodiment of the present invention, step S1 and step S2 may be performed simultaneously, or step S2 may be performed first and step S1 may be performed again, in an embodiment of the present invention, the sequence of steps S1 and S2 is not limited.
S3, hoisting and erecting a combined beam member formed by a steel beam and a concrete bridge deck in the positive bending moment area on site at a bridge site, respectively arranging two ends of the steel beam on the built bridge pier supporting points, and then connecting or welding the steel beam by bolts at the bridge pier supporting points.
Thus, when the beam bridge is hoisted and erected, the combined beam member is prefabricated, so that the combined beam member can be installed by hoisting the combined beam member to the built bridge pier fulcrum at one time, and the method has the advantages of simple and convenient construction, reduction of field wet operation amount, small traffic blocking effect and the like.
S4, placing the hogging moment area concrete bridge deck on the extending parts at two ends of the steel beam, pouring wet joint concrete in wet joints formed by longitudinal steel bars extending from two ends of the hogging moment area concrete bridge deck and the hogging moment area concrete bridge deck, maintaining, forming a continuous full-bridge structure, and paving a construction surface on the bridge deck to finish the construction of the continuous combined beam bridge.
Specifically, after the composite beam member is installed, the hogging moment area concrete bridge deck slab is installed, so that the process of discontinuously installing the hogging moment area concrete bridge deck slab and the hogging moment area concrete bridge deck slab is naturally formed by only two steps in the construction of the beam bridge, and the problems that the construction process is extremely inconvenient and the workload is large due to the fact that the hogging moment area concrete bridge deck slab and the hogging moment area concrete bridge deck slab which need to be respectively discontinuously installed after the steel beam is installed in the prior art are solved.
After the installation of the hogging moment area concrete bridge deck slab is completed, wet joint concrete is poured in wet joints formed by longitudinal steel bars extending out of two ends of the hogging moment area concrete bridge deck slab and the hogging moment area concrete bridge deck slab, so that the concrete combines the longitudinal steel bars extending out of two ends of the hogging moment area concrete bridge deck slab and the hogging moment area concrete bridge deck slab, and the connection of the hogging moment area concrete bridge deck slab and the hogging moment area concrete bridge deck slab is realized.
After a combined beam member consisting of a steel beam and a positive bending moment area concrete bridge deck is installed on the built pier, a negative bending moment area concrete bridge deck is installed to further realize a basic frame of the bridge, and finally, basic bridge members or facilities are installed through paving a construction surface on the bridge deck, namely, the construction of the continuous combined beam bridge is completed.
The utility model discloses an embodiment, the quantity of composite beam component can be set up according to the length of bridge, connects through the wet joint cast in situ concrete that forms between positive moment district concrete decking and negative moment district concrete decking between two composite beam components, and then realizes the built-up connection of a plurality of composite beam components, can construct the longer continuous composite bridge of span like this.
Furthermore, after the hogging moment area concrete bridge deck is placed on the extending parts at the two ends of the steel beam, the group nail connecting pieces are matched and butted with the group nail holes, and concrete is cast in situ in the group nail holes. Preferably, the cast-in-place concrete in the group nail holes is micro-expansion concrete, and the hogging moment area concrete bridge deck and the steel beam are connected through the group nail connecting pieces and the cast-in-place micro-expansion concrete to form a combined structure. Therefore, the concrete bridge deck in the hogging moment area is prevented from deviating and affecting the stability of the beam bridge.
The embodiment of the utility model provides an in, because girder steel, positive moment district concrete bridge panel, combination beam component, negative moment district concrete bridge panel all are prefabricated, so the work progress is simple and direct, reduces the wet work volume in scene. And the hogging moment area concrete bridge deck can adopt pretensioning method prestressed concrete, which can reduce the adverse effect generated by concrete shrinkage creep, improve the prestressing efficiency and reduce the prestressing loss. The hogging moment area concrete bridge deck is made of ultra-high performance concrete containing coarse aggregate, and the positive bending moment area concrete bridge deck is made of common concrete and stressed together with the steel beam, so that the engineering cost can be reduced while the stress requirement of the engineering structure is met. The utility model discloses can solve current continuous combination beam bridge and have that hogging moment district concrete prestressing force is poor, easy fracture, and compressive capacity is weak and then influence bridge bearing capacity, durability subalternation technical problem, still solved the decking and not make up technical problem such as increase on-the-spot wet work volume, engineering cost height that increases.
The foregoing is a more detailed description of the present invention, taken in conjunction with the specific preferred embodiments thereof, and it is not intended that the invention be limited to the specific embodiments thereof. To the utility model belongs to the technical field of ordinary technical personnel, do not deviate from the utility model discloses under the prerequisite of design, can also make a plurality of simple deductions or replacement, all should regard as belonging to the utility model discloses a protection scope.
Claims (8)
1. A continuous composite girder bridge, comprising: the concrete bridge comprises a pier, a steel beam (1) arranged on the pier, a positive bending moment area concrete bridge deck (2) and a negative bending moment area concrete bridge deck (3) which are arranged on the steel beam (1); the steel beam (1), the positive bending moment area concrete bridge deck (2) and the negative bending moment area concrete bridge deck (3) are all prefabricated, wherein,
the positive bending moment area concrete bridge deck (2) is arranged at the middle section of the steel beam (1) and forms a prefabricated combined beam member together with the steel beam to participate in stress;
the two ends of the steel beam (1) are provided with extending parts for placing the hogging moment area concrete bridge deck (3);
longitudinal steel bars (8) are pre-buried in the positive bending moment area concrete bridge deck (2) along the bridge direction, and the longitudinal steel bars (8) extend out of two ends of the positive bending moment area concrete bridge deck (2);
longitudinal steel bars (8) are pre-buried in the hogging moment area concrete bridge deck (3) along the bridge direction, and the longitudinal steel bars (8) extend out of two ends of the hogging moment area concrete bridge deck (3);
the positive bending moment area concrete bridge deck (2) and the longitudinal steel bars (8) extending out of two ends of the negative bending moment area concrete bridge deck (3) form a wet joint (7), and the positive bending moment area concrete bridge deck (2) and the negative bending moment area concrete bridge deck (3) are connected through cast-in-place concrete in the wet joint (7);
the hogging moment area concrete bridge deck (3) is a prefabricated pretensioning prestressed concrete bridge deck or a prefabricated ultra-high performance concrete bridge deck containing coarse aggregate.
2. The continuous composite beam bridge as claimed in claim 1, wherein a welding nail (4) is buried at the joint of the positive bending moment area concrete bridge deck (2) and the steel beam (1), and the positive bending moment area concrete bridge deck (2) and the steel beam (1) are connected through the welding nail (4) to form a composite beam member to jointly participate in stress.
3. The continuous composite girder bridge according to claim 1, wherein a plurality of groups of group nail connectors are arranged on the upper flanges of the extending parts at the two ends of the steel girder (1), a plurality of group nail holes (6) for placing the group nail connectors (5) are arranged on the hogging moment area concrete bridge deck (3) corresponding to the group nail connectors (5), and concrete is cast in situ in the group nail holes (6).
4. The continuous composite beam bridge as claimed in claim 3, wherein the cast-in-place concrete in the group nail holes (6) is micro-expansion concrete, and the hogging moment area concrete bridge deck (3) and the steel beam (1) are connected through the group nail connectors (5) and the cast-in-place micro-expansion concrete to form a composite structure.
5. The continuous composite girder bridge according to any one of claims 1 to 4, wherein the wet joint (7) has a stepped structure, an upper width of the wet joint (7) is 0.4m to 0.6m, and a lower width of the wet joint (7) is 0.3m to 0.5 m.
6. The continuous composite beam bridge as claimed in any one of claims 1 to 4, wherein the coarse aggregate-containing ultra-high performance concrete is particularly ultra-high performance concrete formed by combining coarse aggregates with the particle size of not more than 10mm, fine aggregates with the fineness modulus of 2.6-2.8 and reactive powder concrete.
7. The continuous composite beam bridge according to any one of claims 1 to 4, wherein the hogging moment region is a bridge span range spanning 0.1 to 0.5 times from the bridge pivot point to two sides.
8. The continuous composite girder bridge according to any one of claims 1 to 4, wherein the positive bending moment region concrete deck slab (2) is a general concrete deck slab.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922016411.0U CN211340366U (en) | 2019-11-20 | 2019-11-20 | Continuous combined beam bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922016411.0U CN211340366U (en) | 2019-11-20 | 2019-11-20 | Continuous combined beam bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN211340366U true CN211340366U (en) | 2020-08-25 |
Family
ID=72090868
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201922016411.0U Active CN211340366U (en) | 2019-11-20 | 2019-11-20 | Continuous combined beam bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN211340366U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112012091A (en) * | 2020-09-01 | 2020-12-01 | 湖南大学 | UHPC-NC mixed box girder, large-span rigid frame bridge and construction method thereof |
| CN114016370A (en) * | 2021-12-09 | 2022-02-08 | 安徽省交通规划设计研究总院股份有限公司 | 'hysteresis type' narrow steel box composite beam and construction method thereof |
-
2019
- 2019-11-20 CN CN201922016411.0U patent/CN211340366U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112012091A (en) * | 2020-09-01 | 2020-12-01 | 湖南大学 | UHPC-NC mixed box girder, large-span rigid frame bridge and construction method thereof |
| CN114016370A (en) * | 2021-12-09 | 2022-02-08 | 安徽省交通规划设计研究总院股份有限公司 | 'hysteresis type' narrow steel box composite beam and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110846996A (en) | Construction method of continuous composite beam bridge and continuous composite beam bridge | |
| CN109024225B (en) | Ultra-high performance concrete truss arch piece unit, truss arch piece bridge and construction method | |
| CN108978434B (en) | Bracket-free industrialized construction method of steel-concrete combined continuous box girder bridge | |
| CN108914778B (en) | Method for applying pre-pressing force to concrete slab of upper flange of composite beam | |
| CN1322202C (en) | Method for anti-cracking in hogging moment area of steel-concrete combined beam | |
| CN101768916A (en) | Lower flange improved corrugated steel web plate composite box girder and construction method thereof | |
| CN211340366U (en) | Continuous combined beam bridge | |
| CN110331664B (en) | Steel-concrete mixed continuous box girder bridge deck joint structure and construction method thereof | |
| CN110578289A (en) | Novel steel-concrete composite beam shear force connecting key | |
| CN113789711A (en) | NC-UHPC combined assembly type prestressed concrete box girder, construction method and bridge thereof | |
| Resplendino | Ultra-high performance concretes—Recent realizations and research programs on UHPFRC bridges in France | |
| CN211772741U (en) | Large-span variable-width corrugated web steel box-concrete continuous beam bridge | |
| KR100349865B1 (en) | The Continuity Method for Prestreseed Concrete Bridge of Composite U-Type Girder | |
| CN216919967U (en) | NC-UHPC combined assembly type concrete box girder and bridge thereof | |
| CN216338993U (en) | Longitudinal joint for steel-UHPC (ultra high performance concrete) assembled pi-shaped combination beam | |
| CN212582397U (en) | Combined beam of steel, common concrete and ultrahigh-performance concrete | |
| CN211340374U (en) | Novel steel-concrete composite beam shear force connecting key | |
| CN221608604U (en) | Prefabricated bridge deck and composite beam hogging moment area structure | |
| CN220451084U (en) | Post-tensioned bonded precast prestressed concrete frame structure system connected by UHPC | |
| CN220451075U (en) | Post-tensioned unbonded prestressed concrete frame structure system connected by UHPC (ultra high pressure polyethylene) | |
| CN220451080U (en) | Post-tensioned unbonded prestressed concrete open-pore beam frame structure system connected by UHPC (ultra high pressure polyethylene) | |
| CN217869975U (en) | Pretensioned prestressing UHPC-superposed bridge deck composite beam | |
| CN220451073U (en) | UHPC connected rear Zhang Huan bonded co-tensioned precast prestressed concrete frame structure system | |
| CN220451085U (en) | Post-tensioned bonded co-tensioned precast prestressed concrete frame structure system connected by UHPC | |
| KR102249063B1 (en) | Prestressed concrete beam bridge improving load carrying coherence of end beam and durability using anchor plate and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |