CN210117637U

CN210117637U - Assembled I-shaped combined beam bridge

Info

Publication number: CN210117637U
Application number: CN201821949294.2U
Authority: CN
Inventors: 孟凡超; 彭运动; 蔡俊华; 郑俊斌; 张凯; 柏涛; 金秀男
Original assignee: CCCC Highway Consultants Co Ltd
Current assignee: CCCC Highway Consultants Co Ltd
Priority date: 2018-11-23
Filing date: 2018-11-23
Publication date: 2020-02-28
Anticipated expiration: 2028-11-23

Abstract

The invention provides an assembled I-shaped combined beam bridge which comprises a main beam, a transverse connection part and a longitudinal beam, wherein the main beam, the transverse connection part and the longitudinal beam are fixedly connected; the main beams are divided into two groups, each group is formed by connecting a plurality of main beam sections along the bridge direction, each main beam section comprises an upper flange, a lower flange, a main beam web and a main beam stiffening rib, the main beam web is fixed between the upper flange and the lower flange, and the main beam stiffening rib is fixed on the main beam web; the transverse connection parts are arranged between the two groups of main beams, and each transverse connection part is fixedly connected between the two groups of main beams; the transverse connection part comprises a solid web type transverse connection part and a herringbone truss type transverse connection part, the longitudinal beam comprises a plurality of longitudinal beam sections, the longitudinal beam sections are arranged along the bridge direction, each longitudinal beam section comprises a top plate, a bottom plate and a longitudinal beam web, the longitudinal beam web is fixedly connected between the top plate and the bottom plate, and the bottom plate is fixed on the upper end surface of the transverse connection part.

Description

Assembled I-shaped combined beam bridge

Technical Field

The utility model relates to a beam bridge field especially relates to an assembled I-shaped composite beam bridge.

Background

In decades after the reform is opened, with the acceleration of the modern urbanization process of China, the bridge construction technology of China is rapidly developed, and the bridge industry has a certain scale. In the bridges with medium and small span in China, most of concrete beam bridges occupy, concrete materials are considered to be preferred structural materials with good durability and low price, and the concrete beam bridges are developed in China for decades and are most applied. However, the structure is affected by the factors such as the change of the use conditions and the environmental erosion, and the improper design and construction cause the structure to be damaged in different degrees, so that the bridge is damaged, the structure performance is degraded, the use function is gradually reduced or even completely lost, and the characteristic is particularly remarkable in the bridges with medium and small spans. With the development of national economy and the promotion of industrialization, for a large number of medium-small span bridge bridges, the prefabrication and assembly technology is more applied in the bridge industrialization process, the original design and construction process with low efficiency is simplified into the production and assembly process of standard components, and on the premise of ensuring the quality of bridge products, the bridge construction time is greatly shortened, which is the bridge rapid construction technology. Different from the traditional concrete beam prefabrication and assembly technology, the quick construction technology of the I-shaped combined beam bridge has better industrialized foundation and industrialization potential, is more environment-friendly and quicker to construct, and can better meet the requirement of light weight and large span. According to the arrangement form division of the girders, the combination forms of double girders, multiple girders and the like of more prefabricated I-shaped steel girders are adopted at present.

The I-shaped composite beam bridge is composed of a steel main beam with an I-shaped cross section, a cross beam, a concrete bridge deck, a connecting piece, a stiffening rib and a connecting system, is a common composite structure, has wide application range of design and construction, and is suitable for highway, railway and urban and rural environments. The span application range of the I-shaped combined beam bridge can reach 30m to 130m, the total length is dozens of meters to thousands of meters, and the bridge width is dozens of meters to thirty meters. In addition, the structural form of the I-shaped composite beam can be simple support, and can also be continuous or rigid. According to the difference of the number of the steel beams, the double-girder I-shaped composite beam and the multi-girder I-shaped composite beam are provided; according to the difference of the bridge deck, the prefabricated bridge deck steel plate composite beam and the cast-in-place bridge deck steel plate composite beam are provided. Although the I-shaped composite beam bridge has a simple structure, the I-shaped composite beam bridge has various structures and various construction details, the structural forms of the I-shaped composite beam bridge at home and abroad need to be systematically combed and summarized, and a standardized structure suitable for the technical idea of quick construction of the I-shaped composite beam bridge is provided on the basis of combing the existing structure.

The double-girder I-shaped combination beam is generally simple in structural form and is divided into two structural forms of a large beam and a small beam according to different forms of the beams; the multi-girder I-shaped combination beam has wide application range, is commonly used in a four-girder form and a five-girder form, has a girder interval of 3-4m, and is usually adopted in a multi-girder form when the width of a bridge is more than 25m and the hoisting capacity is limited. The general double-lane bridge mostly adopts a four-girder structure, which is similar to a multi-girder structure, and the four-girder I-shaped combined girder bridge takes every two girders as an integral hoisting unit, also called Twin girder form.

The I-shaped composite beam bridge adopting the double-main-beam structure is the most widely applied structural form at present, and the defects of the form are as follows: once the bridge width grow in the actual engineering, the structure is changed into a multi-girder structure by increasing the number of the girders by the combined steel plate girder, so that the construction cost is much higher than that of the double girders under the general condition, and the influence on the economy of the structure is large. Generally speaking, when the bridge width is larger than 25m, the multi-girder structure is used under the conditions that the bridge height is low, a large crane cannot be used on site, the hoisting capacity is limited, the width-span ratio is large and the like, and when the bridge width is moderate, the number of girders adopting the double-girder structure is small, in order to meet the structural stress requirement, the size of the girder needs to be increased and the material grade needs to be improved, which also causes a great increase in cost, and the structural form of the double-girder is inconsistent when the bridge width is large, which causes the reduction of the aesthetic property. In order to effectively solve the problems, the invention adopts a 'girder-small girder system', namely, a small girder is arranged in the middle of a steel girder to increase the distance between the girders and control the thickness of a bridge deck plate. The small longitudinal beams are generally rolled H-shaped steel, and the lower parts of the small longitudinal beams are supported on transverse connecting systems. The advantages of this solution are: the structural form is between the form of double girders and the form of multi girders (dense girder system), the added small longerons not only partially meet the stress requirement of the girders, but also greatly save the steel consumption of the girders in the form of the small longerons. Meanwhile, the small longitudinal beams are prefabricated hot-rolled H-shaped steel, and are not required to be assembled, so that the labor force is relatively saved, and the construction is simplified. In addition to this, this solution also guarantees the aesthetic appearance of the structure. Namely, when the bridge width is moderate, the structure cannot be thin due to the addition of the small longitudinal beams, and the structure cannot be dense due to the excessive arrangement of the main beams. Meanwhile, compared with the traditional I-shaped steel plate beam welded on site, the assembled steel main beam segment is formed by welding each steel plate in a factory by workers in advance, and the field welding-free effect is realized. Each steel beam segment is assembled one by one on site through high-strength bolts to form a whole, the integrity and the permanence of the structure are guaranteed, and therefore the construction quality is guaranteed, and the difficulty of site operation is reduced.

SUMMERY OF THE UTILITY MODEL

This disclosure has expanded the design thinking, and the effect of full play high performance material inherits the principle of assembly, no mould, high performance, high-quality, under the prerequisite of security and economic nature, has provided an assembly I-shaped composite beam bridge, realizes through following technical scheme:

the assembled I-shaped combined beam bridge comprises a main beam, a transverse connection part and a longitudinal beam, wherein the main beam, the transverse connection part and the longitudinal beam are fixedly connected;

the main beam comprises 2 groups, each group is formed by connecting a plurality of main beam sections along the bridge direction, each main beam section comprises an upper flange, a lower flange, a main beam web and a main beam stiffening rib, the main beam web is fixed between the upper flange and the lower flange, and the main beam stiffening rib is fixed on the main beam web;

the transverse connection parts are arranged between the two groups of main beams, and each transverse connection part is fixedly connected between the two groups of main beams;

the transverse connection part comprises a plurality of solid web type transverse connection parts and a herringbone truss type transverse connection part, each solid web type transverse connection part comprises a top plate, a bottom plate and a transverse web plate, and the transverse web plates are fixedly connected between the top plate and the bottom plate;

the number of the herringbone truss type transverse connection parts is multiple, each herringbone truss type transverse connection part comprises an upper chord, a lower chord and a square steel tube, the square steel tube is arranged between the upper chord and the lower chord, the square steel tube is herringbone, and the square steel tube is fixedly connected with the upper chord and the lower chord;

the longitudinal beam comprises a plurality of longitudinal beam sections, the longitudinal beam sections are arranged along the bridge direction, each longitudinal beam section comprises a top plate, a bottom plate and a longitudinal beam web, the longitudinal beam web is fixedly connected between the top plate and the bottom plate, and the bottom plate is fixed on the upper end face of the transverse connection portion.

Wherein, the distance between two adjacent transverse connection parts can be equal, for example, the transverse connection parts are arranged at 5m intervals along the bridge direction at equal intervals; the bottom plate is fixed to an upper end surface of the transverse connection portion, that is, the bottom plate of each of the longitudinal beam segments arranged along the bridge direction is fixed to the upper end surface.

Furthermore, the main beam stiffening ribs comprise two types of stiffening ribs, namely a first type of vertical stiffening rib and a second type of vertical stiffening rib, wherein the upper end of the first type of vertical stiffening rib is fixedly connected with the upper flange, and the lower end of the first type of vertical stiffening rib is fixedly connected with the lower flange; the upper end of the second type of vertical stiffening rib is fixedly connected with the upper flange, and the lower end of the second type of vertical stiffening rib is not connected with the lower flange.

Wherein the first type of vertical stiffener and the second type of vertical stiffener may be different thicknesses, for example the first type of vertical stiffener may be 16mm thick and the second type of vertical stiffener may be 12mm thick.

Furthermore, the main beam stiffening rib of the main beam section configured on the top of the beam bridge abutment is a first type of vertical stiffening rib; the main beam stiffening ribs of the main beam sections arranged at the midspan positions of the bridge span are second-type vertical stiffening ribs, the main beam stiffening ribs of the main beam sections arranged between the abutment tops of the girder bridges and the midspan positions of the bridge span are second-type vertical stiffening ribs, and the main beam stiffening ribs of the main beam sections arranged at the two ends of the girder bridge are second-type vertical stiffening ribs.

Further, real abdomen formula horizontal connection portion includes the vertical stiffening rib of connection portion, and every real abdomen formula horizontal connection portion includes a plurality of vertical stiffening ribs of connection portion, the vertical stiffening rib configuration of connection portion is in on the transverse web, the upper end of the vertical stiffening rib of connection portion with roof fixed connection, the lower extreme of the vertical stiffening rib of connection portion not with the bottom plate is connected.

Furthermore, the solid-web type transverse connecting part is arranged on the top of the beam bridge abutment, the solid-web type transverse connecting part is arranged in the middle of the bridge span, and the herringbone truss type transverse connecting part is arranged between the top of the beam bridge abutment and the bridge span.

Further, the transverse connections are connected with the main beam stiffeners of the main beam segments.

The solid web type transverse connecting part and the first type of vertical stiffening rib connected with the solid web type transverse connecting part are provided with high-strength bolt holes, and the solid web type transverse connecting part and the first type of vertical stiffening rib are connected through high-strength bolts; the horizontal connection part of the herringbone truss type is connected with the vertical stiffening ribs of the second type through high-strength bolt holes, and the horizontal connection part of the herringbone truss type is connected with the vertical stiffening ribs of the second type through high-strength bolts.

Furthermore, the combined beam bridge further comprises a bridge deck, the bridge deck is arranged on the upper end faces of the main beam and the longitudinal beam, and notches are formed in the bridge deck and used for being connected with the main beam and the longitudinal beam.

Furthermore, shear nails are arranged on the main beam and the longitudinal beam and penetrate through the notches to be connected with the bridge deck.

Further, the deck slab comprises a plurality of deck slab segments, each deck slab segment comprising a first end and a second end, the first and second ends being disposed along a bridge direction of the deck slab; the first end part comprises a first rabbet end which is concave inwards; the second end comprises a second rabbet end and an extension end; the second rabbet end is positioned above the extension end, and the second rabbet end and the extension end are arranged along the thickness direction of the bridge deck plate; the extension end has an extension length along the bridge direction; the extension end is connectable with the first rabbet end of an adjacent bridge deck section.

Furthermore, an annular stressed steel bar is arranged inside the bridge deck section, the annular stressed steel bar is arranged along the bridge direction, and the part extending out of the second end is flush with the extending end; the annular stressed steel bar does not extend out of the first rabbet end; the first rabbet end is provided with a U-shaped steel bar for connecting and transmitting force; the size of the U-shaped reinforcing steel bar along the thickness direction of the bridge deck is smaller than that of the annular stressed reinforcing steel bar along the thickness direction of the bridge deck; the U-shaped reinforcing steel bar extends out of the first rabbet end and has an extending length along the bridge direction.

Furthermore, the part of the U-shaped steel bar extending out of the first rabbet end is staggered with the extending end, and the annular stressed steel bar is tightly attached to the U-shaped steel bar and is in lap joint with the U-shaped steel bar.

Further, the both ends along the bridge direction of notch respectively stretch out a U shaped steel bar to the notch in, 2U shaped steel bars are the same along the size of decking thickness direction, and 2U shaped steel bars are hugged closely and overlap joint each other.

Furthermore, transverse stressed steel bars are arranged in the notch along the transverse bridge direction, and the transverse stressed steel bars are used for reinforcing U-shaped steel bars of the notch, which extend into the notch along the two ends in the bridge direction; and a transverse stressed steel bar is arranged between two adjacent bridge deck sections along the transverse bridge direction and used for reinforcing the annular stressed steel bar extending out of the second end part and the U-shaped steel bar extending out of the first rabbet end.

The main beam, the transverse connection portion and the longitudinal beam are all prefabricated structures, and the bridge deck is of a prefabricated reinforced concrete structure.

Wherein, face two mutually in the same direction as the bridge be equipped with horizontal wet seam between the bridge deck plate section, horizontal bridge is to facing two mutually be equipped with vertical wet seam between the bridge deck plate section, horizontal atress reinforcing bar passes horizontal wet seam with vertical wet seam, with face mutually the bridge deck plate section is connected.

The beneficial effect of this disclosure:

1) the I-shaped steel girder in the embodiment of the disclosure adopts the girder segments which are well designed and welded in a factory, and when in use, the girder segments are transported to a construction site and directly assembled, so that the whole construction process is time-saving and labor-saving;

2) aiming at a bridge deck with moderate width, a 'double main beams' + 'small longitudinal beam' system is adopted, so that the stress requirement of the main beams can be met, the construction materials can be saved, and the attractiveness of the whole beam bridge structure is ensured;

3) the pier top and each span are provided with a solid web type transverse connection, and the rest positions are provided with a herringbone truss type transverse connection, so that the design form is favorable for the stability of the whole structure;

4) the use of light-duty non-prestressed structure and high performance material has simplified the structure, has guaranteed the high-quality of engineering, and standardized design + batch production manufacturing + modularization transportation + assembly erects, has satisfied the requirement of engineering economic nature and structural stress simultaneously.

Drawings

The accompanying drawings, which are included to provide a further understanding of the disclosure and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the disclosure and together with the description serve to explain the principles of the disclosure.

Fig. 1 is a schematic structural diagram of a main beam of an assembled i-shaped composite beam bridge according to an embodiment of the present disclosure (a left drawing is a schematic structural diagram of a transverse bridge direction of the main beam, and a right drawing is a schematic longitudinal sectional diagram of the main beam along the bridge direction);

FIG. 2 is a schematic longitudinal cross-sectional view of a main beam stiffener for an assembled I-beam composite bridge according to an embodiment of the present disclosure (the left view is a schematic longitudinal cross-sectional view of a second type of vertical stiffener, and the right view is a schematic longitudinal cross-sectional view of a first type of vertical stiffener);

FIG. 3 is a schematic view of a solid web transverse link configuration of an assembled I-beam composite bridge according to an embodiment of the present disclosure;

FIG. 4 is a schematic structural view of a herringbone truss type transverse connection portion of an assembled I-shaped composite girder bridge according to an embodiment of the present disclosure;

fig. 5 is a schematic plan view of a decking panel block partitioning of an assembled i-beam composite bridge according to an embodiment of the present disclosure;

FIG. 6 is a schematic longitudinal cross-sectional view of a deck slab of an assembled I-beam composite bridge according to an embodiment of the present disclosure;

FIG. 7 is a schematic longitudinal cross-sectional view of a reinforcement bar arrangement between two adjacent bridge deck sections of an assembled I-beam composite bridge according to an embodiment of the present disclosure;

FIG. 8 is a schematic longitudinal cross-sectional view of the arrangement of the reinforcing bars in the slot of an assembled I-beam composite bridge according to an embodiment of the present disclosure;

fig. 9 is a schematic view of a wet seam and slot cast-in-place construction of an assembled i-section composite beam bridge, in accordance with an embodiment of the present disclosure.

1-upper flange, 2-lower flange, 3-main beam web, 4-main beam stiffening rib, 5-first type vertical stiffening rib, 6-second type vertical stiffening rib, 7-transverse connection part, 8-main beam, 9-longitudinal beam, 10-herringbone truss type transverse connection part, 11-edge block, 12-middle block, 13-edge longitudinal beam, 14-middle main beam, 15-edge main beam, 16-middle longitudinal beam, 17-prefabricated bridge deck, 18-reinforcing steel bar, 19-C55 self-compacting micro-expansion concrete, 20-sealing strip, 21-filler strip

Detailed Description

The present disclosure is described in further detail below with reference to the accompanying drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant disclosure and not restrictive of the disclosure. It should be further noted that, for the convenience of description, only the portions relevant to the present disclosure are shown in the drawings.

It should be noted that, in the present disclosure, the embodiments and features of the embodiments may be combined with each other without conflict. The present disclosure will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.

the main beams are divided into two groups, each group is formed by connecting a plurality of main beam sections along the bridge direction, each main beam section comprises an upper flange, a lower flange, a main beam web and a main beam stiffening rib, the main beam web is fixed between the upper flange and the lower flange, and the main beam stiffening rib is fixed on the main beam web;

The main beam stiffening ribs comprise two types of stiffening ribs, namely a first type of vertical stiffening rib and a second type of vertical stiffening rib, the upper end of the first type of vertical stiffening rib is fixedly connected with the upper flange, and the lower end of the first type of vertical stiffening rib is fixedly connected with the lower flange; the upper end of the second type of vertical stiffening rib is fixedly connected with the upper flange, and the lower end of the second type of vertical stiffening rib is not connected with the lower flange. The first type of vertical stiffener is a general position vertical stiffener and the second type of vertical stiffener may be, for example, a ground-down hold-down vertical stiffener at the pedestal.

The main beam stiffening rib of the main beam section configured on the top of the bridge abutment is a first type of vertical stiffening rib; the main beam stiffening ribs of the main beam sections arranged at the midspan positions of the bridge span are second-type vertical stiffening ribs, the main beam stiffening ribs of the main beam sections arranged between the abutment tops of the girder bridges and the midspan positions of the bridge span are second-type vertical stiffening ribs, and the main beam stiffening ribs of the main beam sections arranged at the two ends of the girder bridge are second-type vertical stiffening ribs.

Real abdomen formula horizontal connection portion includes the vertical stiffening rib of connection portion, and every real abdomen formula horizontal connection portion includes a plurality of vertical stiffening ribs of connection portion, and the vertical stiffening rib configuration of connection portion is on horizontal web, and the upper end and the roof fixed connection of the vertical stiffening rib of connection portion, the lower extreme of the vertical stiffening rib of connection portion is not connected with the bottom plate.

The bridge pier top is provided with a solid web type transverse connecting part, the bridge span middle position is provided with a solid web type transverse connecting part, and a herringbone truss type transverse connecting part is arranged between the bridge pier top and the bridge span middle position.

The transverse connection portion is connected with a main beam stiffening rib of the main beam section.

The combined beam bridge also comprises a bridge deck, the bridge deck is arranged on the upper end faces of the main beam and the longitudinal beam, and notches are formed in the bridge deck and used for being connected with the main beam and the longitudinal beam.

Shear nails are arranged on the main beams and the longitudinal beams and penetrate through the notches to be connected with the bridge deck.

The deck slab comprises a plurality of deck slab segments, each deck slab segment comprising a first end and a second end, the first end and the second end being disposed along a bridge direction of the deck slab; the first end part comprises a first rabbet end which is concave inwards; the second end comprises a second rabbet end and an extension end; the second rabbet end is positioned above the extension end, and the second rabbet end and the extension end are arranged along the thickness direction of the bridge deck plate; the extending end has an extending length along the bridge direction; the extended end is connectable with the first rabbet end of an adjacent bridge deck section.

The bridge deck section is internally provided with annular stressed steel bars, the annular stressed steel bars are arranged along the bridge direction, and the part extending out of the second end part is flush with the extending end; the annular stressed steel bar does not extend out of the first rabbet end; the first rabbet end is provided with a U-shaped steel bar for connecting and transmitting force; the size of the U-shaped reinforcing steel bar along the thickness direction of the bridge deck slab is smaller than that of the annular stressed reinforcing steel bar along the thickness direction of the bridge deck slab; the U-shaped reinforcing steel bar extends out from the first rabbet end and has an extending length along the bridge direction.

In more detail, in the embodiment, there are 2 groups of main beams, and 2 groups of main beams are arranged on the top of the bridge abutment along the bridge direction in parallel, and each group of main beams is formed by connecting a plurality of main beam segments; as shown in fig. 1, each main beam segment is formed by welding an upper flange, a lower flange, a main beam web and a main beam stiffening rib, and has an i-shaped section, the main beam web is fixed between the upper flange and the lower flange, and the main beam stiffening rib is fixed on the main beam web; a plurality of shear nails are fixed on the top surface of the upper flange, the positions of the shear nails correspond to the notches on the bridge deck slab and the wet joints between the bridge deck slab, the shear nails are used for connecting and fixing the bridge deck slab, bolt holes (the left end is not shown) are reserved at two ends of each main beam section, and the main beam sections are connected together by adopting high-strength bolts during construction; on every girder segment, the girder stiffening rib all has a plurality ofly.

As shown in fig. 2, the main beam stiffeners include a first type vertical stiffener and a second type vertical stiffener, the first type vertical stiffener (right drawing) is located on the pier top (or support) and connected with the solid web type transverse connection part, the top end of the first type vertical stiffener is welded with the upper flange of the main beam and the bottom end is welded with the lower flange of the main beam, the thickness of the first type vertical stiffener is increased (for example, the thickness is 16mm) in consideration of the stress condition of the main beam, and the lower part of the first type vertical stiffener is widened (the width in the horizontal direction of the paper surface is larger than the upper part) to increase the stress; the top end of a second type of vertical stiffening rib (left figure) is welded with the upper flange of the main beam, the bottom end of the second type of vertical stiffening rib is not welded with the lower flange of the main beam, and the second type of vertical stiffening rib is arranged at the joint of the second type of vertical stiffening rib and the transverse connecting part (except the top of the abutment), the middle of two adjacent transverse connecting parts and two ends of the bridge (for example, 2.5m away from the transverse connecting part towards the outermost side along the bridge); the thickness of the second type of vertical stiffener (e.g., 16mm) connected to the lateral link is greater than the thickness of the second type of vertical stiffener (e.g., 12mm) at the rest of the location.

In the embodiment, according to the stress characteristics of the whole structure of the beam bridge, a plurality of transverse connection parts are arranged between two groups of parallel main beams at equal intervals (for example, 5m), and each transverse connection part is fixedly connected with the two groups of main beams; the transverse connection part adopts a mode of combining a solid web type transverse connection part and a herringbone truss type transverse connection part.

As shown in fig. 3, a plurality of solid web type transverse connection portions are provided, and are provided in the bridge between the pier top of the girder bridge and each bridge span, each solid web type transverse connection portion is formed by welding a top plate, a bottom plate, a transverse web plate and a connection portion vertical stiffening rib into a whole, both ends of the solid web type transverse connection portion are provided with threaded holes, and the first type vertical stiffening rib or the second type vertical stiffening rib connected with the solid web type transverse connection portion is also provided with threaded holes; each solid web type transverse connecting part is provided with a plurality of connecting part vertical stiffening ribs, the connecting part vertical stiffening ribs are vertically welded on the transverse web plate, the upper ends of the connecting part vertical stiffening ribs are fixedly connected with the top plate, and the lower ends of the connecting part vertical stiffening ribs are not contacted with the bottom plate; a stringer section is fixedly connected to the middle of the top plate of each solid web transverse connection.

As shown in fig. 4, the truss-type transverse connection parts are in a shape like a Chinese character 'ren', a plurality of truss-type transverse connection parts are arranged between the pier top of a girder bridge and the span, each truss-type transverse connection part is formed by using prefabricated hot-rolled H-shaped steel as an upper chord and a lower chord and 2 prefabricated steel square pipes as inclined struts, the 2 steel square pipes are arranged between the upper chord and the lower chord and are in a shape like a Chinese character 'ren', the lower ends of the 2 steel square pipes are welded with the two ends of the lower chord through steel plates, and the upper ends of the 2 steel square pipes are connected with the middle of the upper chord through the steel plates; the two ends of the upper chord and the lower chord of the herringbone truss transverse connection part and the second type vertical stiffening rib connected with the herringbone truss transverse connection part are provided with threaded holes, and during construction, the herringbone truss transverse connection part and the second type vertical stiffening rib are connected by adopting high-strength bolts, so that the fixing connection of the herringbone truss transverse connection part and the main beam is completed; and a longitudinal beam segment is fixedly connected in the middle of the upper chord of each herringbone truss transverse connection part.

The longitudinal beam fixedly connected with the full-web transverse connection part and the herringbone truss transverse connection part is formed by connecting a plurality of longitudinal beam sections by high-strength bolts along the bridge direction, each longitudinal beam section is made of HW300 multiplied by 10/15 hot-rolled H-shaped steel and comprises a top plate, a bottom plate and a longitudinal beam web plate, the bottom plate of each longitudinal beam section is fixed on the top plate of the full-web transverse connection part or the upper chord of the herringbone truss transverse connection part by high-strength bolts, so that the longitudinal beam is integrally spliced with the transverse connection part and the main beam, and the top plate and the upper flange of the main beam are on the same horizontal plane.

Shear nails are arranged on the top flange of the main beam and the top plate of the longitudinal beam and are used for being fixedly connected with the corresponding notches on the bridge deck and the wet joint between the bridge deck.

The bridge deck adopts a prefabricated reinforced concrete structure, the bridge deck comprises a plurality of bridge deck sections, as shown in fig. 5 and 6, 3 rows of bridge deck sections are configured according to the number of main beams and the distance between the main beams along the transverse bridge direction, a notch (E1) corresponding to a shear nail on the main beam and a notch (E2) corresponding to a shear nail on the longitudinal beam are reserved on each bridge deck section, and a wet joint (F2) along the bridge direction is arranged between two adjacent bridge deck sections; along the bridge direction, a transverse wet joint (F1, F4) is arranged between two adjacent bridge deck slab sections, U-shaped steel bars, annular stressed steel bars and transverse stressed steel bars are arranged in the transverse wet joint, the U-shaped steel bars, the annular stressed steel bars and the transverse stressed steel bars are fixedly connected with the bridge deck slab sections, as shown in fig. 7, the U-shaped steel bars extend out from the first rabbet ends, the annular stressed steel bars extend out from the second rabbet ends and the extending ends of the second rabbet ends, the parts of the U-shaped steel bars, which extend out of the first rabbet ends, are staggered with the extending ends, the U-shaped steel bars and the annular stressed steel bars are tightly attached and mutually overlapped, the outer sides of the U-shaped steel bars and the outer sides of the annular stressed steel bars are both provided with the transverse stressed steel; as shown in fig. 8, the intraoral both ends in the same direction as the bridge of edge of notch respectively stretch out 1U shaped steel bar to the notch in, 2U shaped steel bars are the same along the size of decking thickness direction, and 2U shaped steel bars are hugged closely and overlap joint each other, still are equipped with in the notch along horizontal bridge to the horizontal atress reinforcing bar that sets up, and horizontal atress reinforcing bar is connected with the decking section and hugs closely the U shaped steel bar outside, plays the effect of consolidating U shaped steel bar.

After the installation of the bridge deck slab is completed, C55 self-compaction micro-expansion concrete is adopted to carry out cast-in-place along wet seams, transverse wet seams and notches of the bridge, and as shown in figure 9, the seams are sealed by cushion strips and sealing strips, so that the fixed connection with the steel main beam and the longitudinal beam is completed, and a complete combined beam bridge structure is formed.

The technical scheme disclosed by the invention is suitable for building medium and small span girder bridges with moderate widths, fully exerts the advantages of prefabricated components and high-performance materials, can simultaneously meet the requirements of economy and structural stress of construction engineering, and has strong practicability and operability.

It will be understood by those skilled in the art that the foregoing embodiments are merely for clarity of illustration of the disclosure and are not intended to limit the scope of the disclosure. Other variations or modifications may occur to those skilled in the art, based on the foregoing disclosure, and are still within the scope of the present disclosure.

Claims

1. The assembled I-shaped combined beam bridge is characterized by comprising a main beam, a transverse connection part and a longitudinal beam, wherein the main beam, the transverse connection part and the longitudinal beam are fixedly connected;

2. The assembled i-beam composite bridge of claim 1, wherein the main beam stiffeners include two types of stiffeners, a first type of vertical stiffener and a second type of vertical stiffener, the first type of vertical stiffener having an upper end fixedly connected to the upper flange and a lower end fixedly connected to the lower flange; the upper end of the second type of vertical stiffening rib is fixedly connected with the upper flange, and the lower end of the second type of vertical stiffening rib is not connected with the lower flange.

3. The assembled i-section composite girder bridge according to claim 2, wherein the girder stiffeners of the girder segments arranged on the coping of the girder bridge are first-type vertical stiffeners; the main beam stiffening ribs of the main beam sections arranged at the midspan positions of the bridge span are second-type vertical stiffening ribs, the main beam stiffening ribs of the main beam sections arranged between the abutment tops of the girder bridges and the midspan positions of the bridge span are second-type vertical stiffening ribs, and the main beam stiffening ribs of the main beam sections arranged at the two ends of the girder bridge are second-type vertical stiffening ribs.

4. The assembled i-section composite girder bridge according to claim 1, wherein the solid-web-type lateral connection portions include connection portion vertical stiffeners, each solid-web-type lateral connection portion includes a plurality of connection portion vertical stiffeners, the connection portion vertical stiffeners are disposed on the lateral web, upper ends of the connection portion vertical stiffeners are fixedly connected to the top plate, and lower ends of the connection portion vertical stiffeners are not connected to the bottom plate.

5. The assembled i-beam composite girder bridge according to claim 1, wherein the solid-web type transverse connection portion is disposed on a pier top of the girder bridge, the solid-web type transverse connection portion is disposed at a midspan position of the bridge span, and the herringbone truss type transverse connection portion is disposed between the pier top of the girder bridge and the midspan position of the bridge span.

6. The assembled i-section composite beam bridge of claim 2, wherein the transverse connections are connected with main beam stiffeners of the main beam segments.

7. The assembled i-beam composite bridge of claim 6, further comprising a deck plate disposed on the upper end surfaces of the main beams, the transverse connection portions, and the longitudinal beams, wherein the deck plate is provided with notches for connection with the main beams, the transverse connection portions, and the longitudinal beams.

8. The assembled i-beam composite bridge of claim 7, wherein shear studs are provided on the main beams, the transverse connections and the longitudinal beams, the shear studs passing through the notches to connect with the deck slab.

9. The assembled i-section composite girder bridge of claim 8, wherein the deck slab comprises a plurality of deck slab segments, each deck slab segment comprising a first end and a second end, the first and second ends being disposed along a bridge direction of the deck slab; the first end part comprises a first rabbet end which is concave inwards; the second end comprises a second rabbet end and an extension end; the second rabbet end is positioned above the extension end, and the second rabbet end and the extension end are arranged along the thickness direction of the bridge deck plate; the extension end has an extension length along the bridge direction; the extension end is connectable with the first rabbet end of an adjacent bridge deck section.

10. The assembled i-beam composite bridge of claim 9, wherein the bridge deck sections have annular load-bearing rebars therein, the annular load-bearing rebars being disposed along the bridge direction with the portion of the bridge deck extending from the second end flush with the extension end; the annular stressed steel bar does not extend out of the first rabbet end; the first rabbet end is provided with a U-shaped steel bar for connecting and transmitting force; the size of the U-shaped reinforcing steel bar along the thickness direction of the bridge deck is smaller than that of the annular stressed reinforcing steel bar along the thickness direction of the bridge deck; the U-shaped reinforcing steel bar extends out of the first rabbet end and has an extending length along the bridge direction.