CN212375685U - Stiffening chord member expansion steel truss combined continuous beam bridge - Google Patents
Stiffening chord member expansion steel truss combined continuous beam bridge Download PDFInfo
- Publication number
- CN212375685U CN212375685U CN202020548880.7U CN202020548880U CN212375685U CN 212375685 U CN212375685 U CN 212375685U CN 202020548880 U CN202020548880 U CN 202020548880U CN 212375685 U CN212375685 U CN 212375685U
- Authority
- CN
- China
- Prior art keywords
- stiffening
- continuous
- chord member
- fulcrum
- steel
- 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
Abstract
The utility model relates to a stiffening chord member extends steel purlin combination continuous beam bridge, and this stiffening chord member extends steel purlin combination continuous beam bridge includes bridge floor plate structure, continuous steel purlin girder, fulcrum stiffening chord member, the external prestressing force of the interim body of construction, construction nose girder and a plurality of pier. The continuous steel truss main beam is a space truss stress system consisting of a main truss sheet and a steel cross beam; the stiffening chord member is the lower stiffening chord member that continuous beam fulcrum department add, set up in the stiffening chord member, the lower chord member, erect web member or erect diagonal web member, transversely set up the V type, type of falling V or cross crossbeam, this stiffening chord member extends steel purlin combination continuous bridge and has connected steel purlin structure and concrete bridge deck structure through shear connector, continuous steel purlin girder and stiffening chord member have been connected through high strength bolt group, this stiffening chord member extends span length, the bridge type outward appearance is succinct, the structure atress is reasonable, the span application scope of steel purlin continuous bridge has been extended to a certain extent, possess the wide prospect of scale construction application.
Description
Technical Field
The utility model belongs to the technical field of bridge engineering, concretely relates to stiffening chord member extends steel purlin combination continuous beam bridge.
Background
The large-span steel truss continuous beam bridge has the advantages of large spanning capacity, good technical and economic benefits within a reasonable span range (60-90 m), flexible construction method, high assembly degree and wide prospect in the application of large-span bridge structures.
When the span requirement exceeds the reasonable economic span range of the continuous steel truss girder bridge, the steel truss girder needs to be specially designed, for example, the height of the truss girder is increased or the section size is changed, but for the continuous steel truss girder bridge with equal height, under the action of constant load of the finished bridge, the negative bending moment at the pier top position is overlarge, the positive bending moment of the midspan section is smaller, the constant load internal force distribution of the bridge is uneven, when the stress state control of the pier top section is adopted, the utilization rate of the midspan section is lower, the materials cannot be fully utilized, the economic cost is overlarge, and the aesthetics of the bridge is influenced by the overhigh truss height.
The erection construction method of the steel truss girder bridge generally comprises an integral or segmental hoisting method, a cantilever splicing method and a pushing method. For bridge positions with large span requirements and deep water depth or bridge positions spanning deep grooves, a hoisting method and a cantilever splicing method in a conventional construction method are difficult to realize, the problems of large workload, inconvenient construction operation and the like exist, and the construction technical problem of the steel truss bridge needs to fundamentally improve the structural internal force state of the steel truss bridge if a breakthrough is made in span, and an applicable construction method of the large-span steel truss combined continuous bridge is sought on the basis of good stress and economy.
SUMMERY OF THE UTILITY MODEL
In order to solve the problem, the utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge, and this stiffening chord member extends steel purlin combination continuous beam bridge outward appearance succinct, and the structure atress is reasonable, and the degree of assemblization is high, and it is convenient fast to construct, has extended the span application scope of steel purlin continuous beam bridge to a certain extent, makes large-span steel purlin continuous beam bridge have good economic and technical benefit, possesses the wide prospect that the scale construction was used.
In order to achieve the above object, the utility model adopts the following technical scheme:
a stiffening chord member expanded steel truss combined continuous girder bridge comprises a plurality of bridge piers 4 and bridge decks 1, wherein fulcrum stiffening chord members 3 are installed on the bridge piers 4, the bridge decks 1 are installed on continuous steel truss main girders, and the continuous steel truss main girders 2 are connected with the fulcrum stiffening chord members 3 through high-strength bolt sets;
the continuous steel truss girder 2, the steel beam 5 and the parallel connection 8 form a space truss stress system;
the fulcrum stiffening chord 3 is provided with a steel beam 5 and a parallel connection 8 to form a space stiffening truss stress system.
The continuous steel truss girder 2 comprises a girder upper chord 2-1, a girder lower chord 2-3, a girder web member 2-2, a continuous steel truss girder 2, a V-shaped or inverted V-shaped steel cross beam 5 and a parallel connection 8, and a space truss stress system is formed.
The fulcrum stiffening chord 3 is arranged at the fulcrum in the continuous beam and comprises a stiffening upper chord 3-1, a stiffening lower chord 3-3 and a vertical or vertical oblique stiffening web member 3-2 arranged between the stiffening upper chord and the stiffening lower chord, and the fulcrum stiffening chord 3 is transversely provided with a V-shaped, inverted V-shaped or cross-shaped steel cross beam 5 and a parallel connection 8 to form a space stiffening truss stress system.
The line shape of the stiffening lower chord 3-3 is a polygonal line shape or a quadratic parabola shape.
The ratio of the length of one side of the fulcrum stiffening chord 3 to the length of the main span of the continuous steel truss girder 2 is 1: 3.5-1: 8.
The ratio of the height of the continuous steel truss girder 2 to the height of the fulcrum stiffening chord 3 is 1: 0.6-1: 5.
The ratio of the height of the fulcrum in the fulcrum stiffening chord 3 to the length of one side is 1: 3-1: 6.
The ratio of the total height of the fulcrums in the continuous steel truss main beam 2 and the fulcrum stiffening chord 3 to the mid-span of the continuous beam is 1: 9-1: 14.
The utility model has the advantages that: 1) the utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge makes the actual bridge span length of girder reduce through setting up fulcrum stiffening chord member, and then extends the span application scope of continuous steel purlin combination beam bridge, and fundamentally improves the structure internal force state of large-span steel purlin bridge, has solved continuous beam steel purlin bridge and has striden well and pier top internal force uneven distribution's structure atress problem, has reduced effectively and has striden well and well fulcrum control stress and amount of deflection.
2) The utility model provides a stiffening chord member extends continuous girder bridge of steel purlin combination simple structure, the atress is clear and definite, the longitudinal line shape of bridge is concise smooth, the complicated problem of large-span bridge atress system has been avoided, its stiffening chord member can be regarded as a pier "bracket", the large-span steel purlin roof of being convenient for pushes away the method construction, and the high change of truss suits with the internal force distribution after the bridge formation, the component cross-section design of being convenient for, the performance of full play high strength material, in the increase span, good economic and technical benefit has been guaranteed.
3) The utility model provides a stiffening chord extends continuous girder bridge of steel purlin combination continuous steel purlin girder can assemble preparation and installation, and stiffening chord can carry out special design according to different spans and the wide user demand of bridge, and the back that targets in place is pushed away to continuous steel purlin girder top, only needs to use the vertical power of high-strength bolted connection transmission, agrees with the theory of modernized steel structure bridge assembly construction.
4) The utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge efficiency of construction height, risk are little, make the large-span steel purlin bridge erection time limit obviously shorten. In addition, the arrangement of the fulcrum stiffening chord makes the bridge line shape diversified, and the landscape effect of the bridge can be improved.
Drawings
Fig. 1 is a schematic elevation view of embodiment 1 of the present invention;
fig. 2 is a top plan view of a continuous steel truss girder according to embodiment 1 of the present invention;
FIG. 3 is a bottom plan view of the fulcrum stiffening chord according to embodiment 1 of the present invention;
fig. 4 is a schematic cross-sectional view of embodiment 1 of the present invention at a pier;
FIG. 5 is a schematic view of the connection between the fulcrum stiffening chord and the continuous steel truss girder according to embodiment 1 of the present invention;
fig. 6 is a schematic diagram of the pushing construction of embodiment 1 of the present invention;
fig. 7 is a schematic elevation view of embodiment 2 of the present invention;
fig. 8 is a schematic cross-sectional view of embodiment 2 of the present invention at a pier;
fig. 9 is a schematic elevation view of embodiment 3 of the present invention;
fig. 10 is a schematic cross-sectional view of embodiment 3 of the present invention at a pier;
fig. 11 is a schematic elevation view of embodiment 4 of the present invention;
fig. 12 is a schematic cross-sectional view of embodiment 4 of the present invention at a pier;
FIG. 13 is a schematic view of the connection between the fulcrum stiffening chord and the continuous steel truss girder according to embodiment 4 of the present invention;
shown in the figure: 1. a bridge deck; 1-1, prefabricating a bridge deck; 1-2. wet-joint bridge deck slab; 1-3, casting a bridge deck in situ; 2. a continuous steel truss main beam; 2-1, upper chord of main beam; 2-2, a main beam web member; 2-3, a main beam lower chord; 2-4, a transverse main beam connecting plate; 3. a fulcrum stiffening chord; 3-1, stiffening the upper chord; 3-2. stiffening web members; 3-3, stiffening the lower chord; 3-4, transverse connecting plates of stiffening chord members; 4. a bridge pier; 5. a steel beam; 5-1. steel beam upper chord; 5-2. a steel beam web member; 5-3. a steel beam lower chord; 6. a fulcrum stiffened steel beam; 6-1, stiffening steel beam upper chord; 6-2, stiffening steel beam web members; 6-3, stiffening steel beam lower chord; 6-4. a central node plate of a stiffening steel beam web member 7. a shear connector; 8. parallel connection; 9. constructing temporary external prestressed steel bundles; 10. and (5) constructing a guide beam.
Detailed Description
The technical solution of the present invention is further described by the following specific embodiments with reference to the accompanying drawings:
example 1
The utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge, this embodiment include bridge deck plate structure 1, continuous steel purlin girder 2, fulcrum stiffening chord member 3, the external prestressing force steel bundle 9 of the interim body of construction, construction nose girder 10 and a plurality of pier 4, as shown in fig. 1 ~ 6.
The stiffening chord member expands the span combination of the continuous girder bridge of steel truss combination and is (80+120+80) m, and the bridge deck width is 16.75 m.
In this embodiment, the continuous steel truss girder 2 is an equal-height parallel chord type steel truss girder, and includes an upper chord 2-1, web members 2-2, a lower chord 2-3, and a truss type steel beam 5 arranged in a triangle. The upper chord 2-1 and the lower chord 2-3 are connected with the web members 2-2 to form a main truss sheet, the web members 2-2 are arranged in a continuous triangular mode, and the longitudinal node arrangement distance of the web members 2-2 is 5 m.
In the embodiment, the main beam is in a box-type structure truss group formed by 2 main truss sheets, the main truss sheets in the box-type structure truss group are connected through main beam transverse connecting plates 2-4, and the box-type structure truss groups are connected through steel cross beams 5. The distance between the main truss sheets in the truss sheet group is 3m, the truss height of the continuous steel truss girder 2 is 4.5m, and the transverse center distance between the truss sheet groups of the box-type structure is 11.625 m. Wherein the section forms of the upper chord 2-1 and the lower chord 2-3 of the main truss sheet are both pi-shaped, and the section form of the web member 2-2 is I-shaped.
The steel beam 5 consists of a beam upper chord 5-1, a beam lower chord 5-3 and three groups of inverted V-shaped beam web members 5-2; the upper chord 5-1 and the lower chord 5-3 of the beam adopt Pi-shaped opening sections, and the web member 5-2 of the beam adopts an I shape.
The upper chord 5-1 and the lower chord 5-3 of the steel beam 5 are connected through an upper parallel connection 8 and a lower parallel connection 8 of the steel truss girder 2, the full bridge of the parallel connection 8 can be set to be symmetrical V-shaped, and the cross section of the parallel connection 8 is I-shaped.
In this embodiment, the fulcrum stiffening chord 3 is arranged at the fulcrum pier 4 in the continuous beam, wherein the height of the fulcrum is 5.5m, the length of one side is 25m, and the fulcrum stiffening chord 3 comprises a stiffening upper chord 3-1, a stiffening lower chord 3-3, a stiffening web member 3-2 and a fulcrum stiffening steel beam 6 which is arranged in a triangular shape. The stiffening web members 2-2 are connected between the stiffening upper chord members 3-1 and the stiffening lower chord members 3-3 to form fulcrum stiffening truss sheets, and the arrangement form of the stiffening web members 3-2 is a continuous triangular form and is the same as the arrangement form of the continuous steel truss girder web members 2-2.
In the embodiment, the fulcrum stiffening chord members are in a box-type structure truss group formed by 2 fulcrum stiffening main truss sheets, the stiffening truss sheets in the box-type structure truss group are connected through stiffening chord member transverse connecting plates 3-4, and the fulcrum stiffening box-type structure truss groups are connected through stiffening steel cross beams 6. The distance between stiffening truss sheets in the truss sheet group is 3m, the transverse center distance between stiffening truss sheet groups of the box-type structure is 11.625m, and the distance between the stiffening truss sheet groups of the box-type structure is equal to the distance between the main truss sheet groups. The cross sections of the upper chord 3-1 and the lower chord 3-3 of the fulcrum stiffening truss sheet are pi-shaped, the cross section of the web member 3-2 is I-shaped, and the transverse arrangement forms of the fulcrum stiffening upper chord 3-1 and the fulcrum stiffening lower chord 3-3 correspond to the transverse arrangement forms of the main beam upper chord 2-1 and the main beam lower chord 2-3.
The line shape of the stiffening lower chord 3-2 is a broken line, and the stiffening lower chord 3-2 at the two sides of the middle fulcrum are symmetrically arranged.
The longitudinal node arrangement distance of the web members 3-2 in the fulcrum stiffening chord member 3 is 5m, and the longitudinal node arrangement distance corresponds to the longitudinal arrangement of the web members 2-2 of the continuous steel truss main beam 2, so that the transmission of bending moment and shearing force is facilitated.
The stiffening steel beam 6 consists of a beam upper chord 6-1, a beam lower chord 6-3 and three groups of inverted V-shaped beam web members 6-2; the upper chord 6-1 and the lower chord 6-3 adopt Pi-shaped opening sections, and the web members 6-2 adopt I shapes.
The lower chord 6-3 of the stiffening steel beam 6 is connected through a stiffening lower parallel connection 8, the stiffening lower parallel connection full bridge can be set to be symmetrical V-shaped, and the cross section of the parallel connection 8 is I-shaped.
In the embodiment, the ratio of the length of the single side of the fulcrum stiffening chord member to the length of the main span of the continuous steel truss girder is 1: 4.8; the ratio of the height of the continuous steel truss girder to the height of the fulcrum stiffening chord is 1: 1.23; the ratio of the height of the fulcrum in the fulcrum stiffening chord member to the length of the single side is 1: 4.55; the ratio of the total height of the pivot in the continuous steel truss main beam and the pivot stiffening chord to the mid-span of the continuous beam is 1:12.
In the embodiment, the bridge deck structure 1 adopts a prefabricated common concrete bridge deck slab 1-1 and a cast-in-place ultrahigh-performance wet joint bridge deck slab 1-2. The bridge deck and the continuous steel truss girder 2 are connected and poured into a stressed whole through shear connectors 7 arranged on the girder upper chord 2-1 and the steel beam 5-1, the standard thickness of the prefabricated bridge deck 1-1 in the embodiment is 25cm, the joint of the prefabricated bridge deck 1-1 and the girder upper chord 2-1 and the steel beam upper chord 5-1 is thickened to form longitudinal and transverse beam ribs, the thickness of the thickened part is 50cm, and the thickness of the cast-in-place ultrahigh-performance wet joint bridge deck 1-2 is 50 cm.
And an in-vivo prestressed steel strand is arranged in the concrete bridge deck slab 1 in the middle fulcrum hogging moment area.
The shear connector 7 is a welding nail connector, the height is 150mm, and the diameter is 19 mm.
In the embodiment, the temporary external prestress steel bundles 9 for construction are arranged on the bridge pier 4 and the fulcrum stiffening chord 3, the number of the steel bundles and the tension control stress are determined according to the deformation calculation of the fulcrum stiffening chord and the bridge pier in the pushing construction process.
In the pushing construction process of the continuous steel truss girder 2, firstly, a longitudinal sliding block is arranged on a top plate of a stiffening upper chord 3-1 of the fulcrum stiffening chord 3 to facilitate the continuous steel truss girder 2 to advance in a pushing mode, and after the continuous steel truss girder 2 is pushed to a preset position, the top plate and a transverse connecting plate 3-4 of the stiffening upper chord 3-1 are connected with a bottom plate and a transverse connecting plate 2-4 of a girder lower chord 2-3 through a high-strength bolt set, so that the fulcrum stiffening chord 3 and the continuous steel truss girder 2 form a stressed whole.
In this embodiment, the construction guide beam 10 is a steel guide beam that is pre-spliced at the beam end of the continuous steel truss main beam 2 for incremental launching construction, and the length thereof is 35 m. During pushing construction, firstly, the main beam is pushed in to enable the front-end construction guide beam 10 to be lapped on the fulcrum stiffening chord 3, the front-end construction guide beam 10 sequentially passes through the bridge pier 4 in the pushing process until the pushing is in place, and then the construction guide beam 10 is detached.
The construction method of the embodiment comprises the following steps:
1. constructing a foundation and a bridge pier 4, prefabricating a bridge deck 1-1, erecting a temporary construction bracket at the bridge pier, and symmetrically hoisting a fulcrum stiffening chord 3;
2. assembling a continuous steel truss girder 2 on one side of a bridge site, installing a pushing construction guide beam 10 at the girder end, and integrally pushing, erecting and constructing the continuous steel truss girder 2 through the construction guide beam 10; during construction, according to the deformation conditions of the bridge pier and the fulcrum stiffening chord, tensioning the temporary external prestress steel beam 9;
3. the continuous steel truss girder 2 is connected with the fulcrum stiffening chord 3 through a high-strength bolt after being pushed in place; removing the temporary external prestressed steel beam 9; assembling a steel beam 5 and a stiffening steel beam 6, connecting a parallel connection 8, and welding a shear connector 7;
4. hoisting the prefabricated bridge deck slab 1-1, pouring the wet joint bridge deck slab 1-2, tensioning the prestressed steel bundles in the hogging moment area of the middle fulcrum, and constructing other accessory facilities.
Example 2
The utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge, this embodiment include bridge deck plate structure 1, continuous steel purlin girder 2, fulcrum stiffening chord member 3, the external prestressing force steel bundle 9 of the interim body of construction, construction nose girder 10 and a plurality of pier 4, as shown in fig. 7 ~ 8.
The span combination of the stiffening chord member expanded steel truss combined continuous girder bridge is (70+110+70) m, and the width of the bridge deck is 16.75 m.
In this embodiment, the continuous steel truss girder 2 is an equal-height parallel chord type steel truss girder, and includes an upper chord 2-1, web members 2-2, a lower chord 2-3, and a truss type steel beam 5 arranged in a triangle. The upper chord 2-1 and the lower chord 2-3 are connected with the web members 2-2 to form a main truss sheet, the web members 2-2 are arranged in a continuous triangular mode, and the longitudinal node arrangement distance of the web members 2-2 is 5 m.
In the embodiment, the main beam is in a box-type structure truss group formed by 2 main truss sheets, the main truss sheets in the box-type structure truss group are connected through main beam transverse connecting plates 2-4, and the box-type structure truss groups are connected through steel cross beams 5. The distance between main truss sheets in the truss sheet group is 3m, the truss height of the continuous steel truss girder 2 is 4m, and the transverse center distance between the truss sheet groups of the box-type structure is 11.625 m. Wherein the section forms of the upper chord 2-1 and the lower chord 2-3 of the main truss sheet are both pi-shaped, and the section form of the web member 2-2 is I-shaped.
The steel beam 5 consists of a beam upper chord 5-1, a beam lower chord 5-3 and three groups of V-shaped beam web members 5-2; the upper chord 5-1 and the lower chord 5-3 of the beam adopt Pi-shaped opening sections, and the web member 5-2 of the beam adopts an I shape.
The upper chord 5-1 and the lower chord 5-3 of the steel beam 5 are connected through an upper parallel connection 8 and a lower parallel connection 8 of the steel truss girder 2, the full bridge of the parallel connection 8 can be set to be symmetrical V-shaped, and the cross section of the parallel connection 8 is I-shaped.
In this embodiment, the fulcrum stiffening chord 3 is arranged at the fulcrum pier 4 in the continuous beam, wherein the height of the fulcrum is 5m, the length of one side is 25m, and the fulcrum stiffening chord comprises a stiffening upper chord 3-1, a stiffening lower chord 3-3, a stiffening web member 3-2 and a fulcrum stiffening steel beam 6 which is arranged in a triangular shape. The stiffening web members 2-2 are connected between the stiffening upper chord members 3-1 and the stiffening lower chord members 3-3 to form fulcrum stiffening truss sheets, the arrangement form of the stiffening web members 3-2 is a continuous triangular form and is symmetrically arranged with the continuous steel truss girder web members 2-2, and a space web member system shaped like a Chinese character mi is formed at the fulcrums.
In the embodiment, the fulcrum stiffening chord members are in a box-type structure truss group formed by 2 fulcrum stiffening main truss sheets, the stiffening truss sheets in the box-type structure truss group are connected through stiffening chord member transverse connecting plates 3-4, and the fulcrum stiffening box-type structure truss groups are connected through stiffening steel cross beams 6. The distance between stiffening truss sheets in the truss sheet group is 3m, the transverse center distance between stiffening truss sheet groups of the box-type structure is 11.625m, and the distance between the stiffening truss sheet groups of the box-type structure is equal to the distance between the main truss sheet groups. The cross sections of the upper chord 3-1 and the lower chord 3-3 of the fulcrum stiffening truss sheet are pi-shaped, the cross section of the web member 3-2 is I-shaped, and the transverse arrangement forms of the fulcrum stiffening upper chord 3-1 and the fulcrum stiffening lower chord 3-3 correspond to the transverse arrangement forms of the main beam upper chord 2-1 and the main beam lower chord 2-3.
The line shape of the stiffening lower chord 3-2 is a broken line, and the stiffening lower chord 3-2 at the two sides of the middle fulcrum are symmetrically arranged.
The longitudinal node arrangement distance of the web members 3-2 in the fulcrum stiffening chord member 3 is 5m, and the longitudinal node arrangement distance corresponds to the longitudinal arrangement of the web members 2-2 of the continuous steel truss main beam 2, so that the transmission of bending moment and shearing force is facilitated.
The stiffening steel beam 6 consists of a beam upper chord 6-1, a beam lower chord 6-3 and three groups of V-shaped beam web members 6-2; the upper chord 6-1 and the lower chord 6-3 adopt Pi-shaped opening sections, and the web members 6-2 adopt I shapes.
The lower chord 6-3 of the stiffening steel beam 6 is connected through a stiffening lower parallel connection 8, the stiffening lower parallel connection full bridge can be set to be symmetrical V-shaped, and the cross section of the parallel connection 8 is I-shaped.
In the embodiment, the ratio of the length of the single side of the fulcrum stiffening chord member to the length of the main span of the continuous steel truss girder is 1: 4.4; the ratio of the height of the continuous steel truss girder to the height of the fulcrum stiffening chord is 1: 1.25; the ratio of the height of the fulcrum in the fulcrum stiffening chord member to the length of the single side is 1: 5; the ratio of the total height of the fulcrums in the continuous steel truss main beam and the fulcrum stiffening chord to the mid-span of the continuous beam is 1: 12.2.
In this embodiment, the deck structure 1 is made of a prefabricated UHPC waffle type deck 1-1 and a cast-in-place ultra-high performance wet joint deck 1-2. The bridge deck and the continuous steel truss girder 2 are connected and poured into a stressed whole through shear connectors 7 arranged on the girder upper chord 2-1 and the steel beam 5-1, the standard thickness of the prefabricated bridge deck 1-1 in the embodiment is 20cm, the joint of the prefabricated bridge deck 1-1 and the girder upper chord 2-1 and the steel beam upper chord 5-1 is thickened to form longitudinal and transverse beam ribs, the thickness of the thickened part is 40cm, and the thickness of the cast-in-place ultrahigh-performance wet joint bridge deck 1-2 is 40 cm.
And an in-vivo prestressed steel strand is arranged in the concrete bridge deck slab 1 in the middle fulcrum hogging moment area.
The shear connector 7 is a welding nail connector at the middle span and side pivot, the height is 150mm, and the diameter is 19 mm; the anti-pulling and non-shearing connecting piece is arranged at the middle fulcrum of the anti-shearing connecting piece 7, the height is 120mm, and the diameter is 22 mm;
in the embodiment, the temporary external prestress steel bundles 9 for construction are arranged on the bridge pier 4 and the fulcrum stiffening chord 3, the number of the steel bundles and the tension control stress are determined according to the deformation calculation of the fulcrum stiffening chord and the bridge pier in the pushing construction process.
In the pushing construction process of the continuous steel truss girder 2, firstly, a longitudinal sliding block is arranged on a top plate of a stiffening upper chord 3-1 of the fulcrum stiffening chord 3 to facilitate the continuous steel truss girder 2 to advance in a pushing mode, and after the continuous steel truss girder 2 is pushed to a preset position, the top plate and a transverse connecting plate 3-4 of the stiffening upper chord 3-1 are connected with a bottom plate and a transverse connecting plate 2-4 of a girder lower chord 2-3 through a high-strength bolt set, so that the fulcrum stiffening chord 3 and the continuous steel truss girder 2 form a stressed whole.
In this embodiment, the construction guide beam 10 is a steel guide beam that is pre-spliced at the beam end of the continuous steel truss main beam 2 for incremental launching construction, and the length thereof is 30 m. During pushing construction, firstly, the main beam is pushed in to enable the front-end construction guide beam 10 to be lapped on the fulcrum stiffening chord 3, the front-end construction guide beam 10 sequentially passes through the bridge pier 4 in the pushing process until the pushing is in place, and then the construction guide beam 10 is detached.
The construction method of the embodiment comprises the following steps:
1. constructing a foundation and a bridge pier 4, prefabricating a bridge deck 1-1, erecting a temporary construction bracket at the bridge pier, and symmetrically hoisting a fulcrum stiffening chord 3;
2. assembling a continuous steel truss girder 2 on one side of a bridge site, installing a pushing construction guide beam 10 at the girder end, and integrally pushing, erecting and constructing the continuous steel truss girder 2 through the construction guide beam 10; during construction, according to the deformation conditions of the bridge pier and the fulcrum stiffening chord, tensioning the temporary external prestress steel beam 9;
3. the continuous steel truss girder 2 is connected with the fulcrum stiffening chord 3 through a high-strength bolt after being pushed in place; removing the temporary external prestressed steel beam 9; assembling a steel beam 5 and a stiffening steel beam 6, connecting a parallel connection 8, and welding a shear connector 7;
4. hoisting the prefabricated bridge deck slab 1-1, pouring the wet joint bridge deck slab 1-2, tensioning the prestressed steel bundles in the hogging moment area of the middle fulcrum, and constructing other accessory facilities.
Example 3
The utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge, this embodiment include bridge deck plate structure 1, continuous steel purlin girder 2, fulcrum stiffening chord member 3, the external prestressing force steel bundle 9 of the interim body of construction, construction nose girder 10 and a plurality of pier 4, as shown in fig. 9 ~ 10.
The span combination of the stiffening chord member expanded steel truss combined continuous girder bridge is (90+150+90) m, and the width of the bridge deck is 16.75 m.
In this embodiment, the continuous steel truss girder 2 is an equal-height parallel chord type steel truss girder, and includes an upper chord 2-1, web members 2-2, a lower chord 2-3, and a truss type steel beam 5 arranged in a triangle. The upper chord 2-1 and the lower chord 2-3 are connected with the web members 2-2 to form a main truss sheet, the web members 2-2 are arranged in a continuous triangular mode, and the longitudinal node arrangement distance of the web members 2-2 is 6 m.
In the embodiment, the main beam is in a box-type structure truss group formed by 2 main truss sheets, the main truss sheets in the box-type structure truss group are connected through main beam transverse connecting plates 2-4, and the box-type structure truss groups are connected through steel cross beams 5. The distance between the main truss sheets in the truss sheet group is 3m, the truss height of the continuous steel truss girder 2 is 5.5m, and the transverse center distance between the truss sheet groups of the box-type structure is 11.625 m. Wherein, the section forms of the upper chord 2-1 and the lower chord 2-3 of the main truss sheet are both pi-shaped, and the section form of the web member 2-2 is box-shaped.
The steel beam 5 consists of a beam upper chord 5-1, a beam lower chord 5-3 and three groups of inverted V-shaped beam web members 5-2; the upper chord 5-1 and the lower chord 5-3 of the beam adopt Pi-shaped opening sections, and the web member 5-2 of the beam adopts an I shape.
The upper chord 5-1 and the lower chord 5-3 of the steel beam 5 are connected through an upper parallel connection 8 and a lower parallel connection 8 of the steel truss girder 2, the full bridge of the parallel connection 8 can be set to be symmetrical N-shaped, and the cross section of the parallel connection 8 is I-shaped.
In this embodiment, the fulcrum stiffening chord 3 is arranged at the fulcrum pier 4 in the continuous beam, wherein the height of the fulcrum is 8m, the length of one side is 35m, and the fulcrum stiffening chord 3-1 comprises a stiffening upper chord 3-1, a stiffening lower chord 3-3, a stiffening web member 3-2 and a fulcrum stiffening steel beam 6 which is in crossed arrangement. Wherein, a stiffening web member 2-2 is connected between the stiffening upper chord member 3-1 and the stiffening lower chord member 3-3 to form a fulcrum stiffening truss sheet, and the stiffening web member 3-2 is only provided with a vertical web member which is symmetrically arranged with the continuous steel truss girder vertical web member 2-2.
In the embodiment, the fulcrum stiffening chord members are in a box-type structure truss group formed by 2 fulcrum stiffening main truss sheets, the stiffening truss sheets in the box-type structure truss group are connected through stiffening chord member transverse connecting plates 3-4, and the fulcrum stiffening box-type structure truss groups are connected through stiffening steel cross beams 6. The distance between stiffening truss sheets in the truss sheet group is 3m, the transverse center distance between stiffening truss sheet groups of the box-type structure is 11.625m, and the distance between the stiffening truss sheet groups of the box-type structure is equal to the distance between the main truss sheet groups.
The cross sections of the upper chord 3-1 and the lower chord 3-3 of the fulcrum stiffening truss sheet are both pi-shaped, the cross section of the web member 3-2 is box-shaped, and the transverse arrangement forms of the fulcrum stiffening upper chord 3-1 and the fulcrum stiffening lower chord 3-3 correspond to the transverse arrangement forms of the main beam upper chord 2-1 and the main beam lower chord 2-3.
The line shape of the stiffening lower chord 3-2 is a quadratic parabola, and the stiffening lower chord 3-2 at the two sides of the middle fulcrum are symmetrically arranged.
The longitudinal node arrangement distance of the web members 3-2 in the fulcrum stiffening chord member 3 is 6m, and the longitudinal node arrangement distance corresponds to the longitudinal arrangement of the web members 2-2 of the continuous steel truss main beam 2, so that the transmission of bending moment and shearing force is facilitated.
The stiffening steel beam 6 consists of a beam upper chord 6-1, a beam lower chord 6-3, two groups of cross beam web members 6-2 and a web member center node plate 6-4; the upper chord 6-1 and the lower chord 6-3 adopt Pi-shaped opening sections, and the web members 6-2 adopt I shapes.
The lower chord 6-3 of the stiffening steel beam 6 is connected through a stiffening lower parallel connection 8, the stiffening lower parallel connection full bridge can be set to be symmetrical N-shaped, and the cross section of the parallel connection 8 is I-shaped.
In the embodiment, the ratio of the length of the single side of the fulcrum stiffening chord member to the length of the main span of the continuous steel truss girder is 1: 4.3; the ratio of the height of the continuous steel truss girder to the height of the fulcrum stiffening chord is 1: 1.45; the ratio of the height of the fulcrum in the fulcrum stiffening chord member to the length of the single side is 1: 4.4; the ratio of the total height of the fulcrums in the continuous steel truss main beam and the fulcrum stiffening chord to the mid-span of the continuous beam is 1: 11.1.
In the embodiment, the bridge deck structure 1 adopts a prefabricated common concrete bridge deck slab 1-1 and a cast-in-place ultrahigh-performance wet joint bridge deck slab 1-2. The bridge deck and the continuous steel truss girder 2 are connected and poured into a stressed whole through shear connectors 7 arranged on the girder upper chord 2-1 and the steel beam 5-1, in the embodiment, the standard thickness of the prefabricated bridge deck 1-1 is 35cm, the joint of the prefabricated bridge deck 1-1 and the girder upper chord 2-1 and the steel beam upper chord 5-1 is thickened to form longitudinal and transverse beam ribs, the thickness of the thickened part is 60cm, and the thickness of the cast-in-place ultrahigh-performance wet joint bridge deck 1-2 is 60 cm.
And an in-vivo prestressed steel strand is arranged in the concrete bridge deck slab 1 in the middle fulcrum hogging moment area.
The shear connector 7 is a welding nail connector at the middle span and side pivot, the height is 180mm, and the diameter is 22 mm; the anti-pulling and non-shearing connecting piece is arranged at the middle fulcrum of the anti-shearing connecting piece 7, the height is 150mm, and the diameter is 25 mm;
in the embodiment, the temporary external prestress steel bundles 9 for construction are arranged on the bridge pier 4 and the fulcrum stiffening chord 3, the number of the steel bundles and the tension control stress are determined according to the deformation calculation of the fulcrum stiffening chord and the bridge pier in the pushing construction process.
In the pushing construction process of the continuous steel truss girder 2, firstly, a longitudinal sliding block is arranged on a top plate of a stiffening upper chord 3-1 of the fulcrum stiffening chord 3 to facilitate the continuous steel truss girder 2 to advance in a pushing mode, and after the continuous steel truss girder 2 is pushed to a preset position, the top plate and a transverse connecting plate 3-4 of the stiffening upper chord 3-1 are connected with a bottom plate and a transverse connecting plate 2-4 of a girder lower chord 2-3 through a high-strength bolt set, so that the fulcrum stiffening chord 3 and the continuous steel truss girder 2 form a stressed whole.
In this embodiment, the construction guide beam 10 is a steel guide beam that is pre-spliced at the beam end of the continuous steel truss main beam 2 for incremental launching construction, and the length thereof is 40 m. During pushing construction, firstly, the main beam is pushed in to enable the front-end construction guide beam 10 to be lapped on the fulcrum stiffening chord 3, the front-end construction guide beam 10 sequentially passes through the bridge pier 4 in the pushing process until the pushing is in place, and then the construction guide beam 10 is detached.
The construction method of the embodiment comprises the following steps:
1. constructing a foundation and a bridge pier 4, prefabricating a bridge deck 1-1, erecting a temporary construction bracket at the bridge pier, and symmetrically hoisting a fulcrum stiffening chord 3;
2. assembling a continuous steel truss girder 2 on one side of a bridge site, installing a pushing construction guide beam 10 at the girder end, and integrally pushing, erecting and constructing the continuous steel truss girder 2 through the construction guide beam 10; during construction, according to the deformation conditions of the bridge pier and the fulcrum stiffening chord, tensioning the temporary external prestress steel beam 9;
3. the continuous steel truss girder 2 is connected with the fulcrum stiffening chord 3 through a high-strength bolt after being pushed in place; removing the temporary external prestressed steel beam 9; assembling a steel beam 5 and a stiffening steel beam 6, connecting a parallel connection 8, and welding a shear connector 7;
4. hoisting the prefabricated bridge deck slab 1-1, pouring the wet joint bridge deck slab 1-2, tensioning the prestressed steel bundles in the hogging moment area of the middle fulcrum, and constructing other accessory facilities.
Example 4
The utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge, this embodiment include bridge deck plate structure 1, continuous steel purlin girder 2, fulcrum stiffening chord member 3, the external prestressing force steel bundle 9 of the interim body of construction, construction nose girder 10 and a plurality of pier 4, as shown in fig. 11 ~ 13.
The stiffening chord member expands the span combination of the steel truss combined continuous girder bridge to be (80+130+80) m, and the width of the bridge deck is 12.25 m.
In this embodiment, the continuous steel truss girder 2 is an equal-height parallel chord type steel truss girder, and includes an upper chord 2-1, web members 2-2, a lower chord 2-3, and a truss type steel beam 5 arranged in a triangle. The upper chord 2-1 and the lower chord 2-3 are connected with the web members 2-2 to form a main truss sheet, the web members 2-2 are arranged in a continuous triangular mode, and the longitudinal node arrangement distance of the web members 2-2 is 5 m.
In the embodiment, the main beam is in the form of 2 main truss sheets, and the main truss sheets are connected through a steel cross beam 5. The center distance of the truss pieces is 9.0m, and the truss height of the continuous steel truss girder 2 is 4.5 m. Wherein, the section forms of the upper chord 2-1 and the lower chord 2-3 of the main truss sheet are both pi-shaped, and the section form of the web member 2-2 is box-shaped.
The steel cross beam 5 consists of a cross beam upper chord 5-1, a cross beam lower chord 5-3 and a group of inverted V-shaped cross beam web members 5-2; the upper chord 5-1 and the lower chord 5-3 of the beam adopt Pi-shaped opening sections, and the web member 5-2 of the beam adopts an I shape.
The upper chord 5-1 and the lower chord 5-3 of the steel beam 5 are connected through an upper parallel connection 8 and a lower parallel connection 8 of the steel truss girder 2, the full bridge of the parallel connection 8 can be set to be symmetrical V-shaped, and the cross section of the parallel connection 8 is I-shaped.
In this embodiment, the fulcrum stiffening chord 3 is arranged at the fulcrum pier 4 in the continuous beam, wherein the height of the fulcrum is 5.5m, the length of one side is 30m, and the fulcrum stiffening chord 3-2 comprises a stiffening upper chord 3-1, a stiffening lower chord 3-3, a stiffening web member and a fulcrum stiffening steel beam 6 which is in cross-shaped cross arrangement. Wherein, a stiffening web member 2-2 is connected between the stiffening upper chord member 3-1 and the stiffening lower chord member 3-3 to form a fulcrum stiffening truss sheet, and the stiffening web member 3-2 is only provided with a vertical web member which is symmetrically arranged with the continuous steel truss girder vertical web member 2-2.
In this embodiment, the fulcrum stiffening chord member is 2 fulcrum stiffening main truss pieces, and the stiffening main truss pieces are connected through a stiffening steel beam 6. The center spacing of the stiffening truss pieces is 9.0m, which is equal to the spacing between the main truss pieces.
The cross sections of the upper chord 3-1 and the lower chord 3-3 of the fulcrum stiffening truss sheet are both pi-shaped, the cross section of the web member 3-2 is box-shaped, and the transverse arrangement forms of the fulcrum stiffening upper chord 3-1 and the fulcrum stiffening lower chord 3-3 correspond to the transverse arrangement forms of the main beam upper chord 2-1 and the main beam lower chord 2-3.
The line shape of the stiffening lower chord 3-2 is a broken line, and the stiffening lower chord 3-2 at the two sides of the middle fulcrum are symmetrically arranged.
The longitudinal node arrangement distance of the web members 3-2 in the fulcrum stiffening chord member 3 is 5m, and the longitudinal node arrangement distance corresponds to the longitudinal arrangement of the web members 2-2 of the continuous steel truss main beam 2, so that the transmission of bending moment and shearing force is facilitated.
The stiffening steel beam 6 consists of a beam upper chord 6-1, a beam lower chord 6-3, a group of cross beam web members 6-2 and a web member central node plate 6-4; the upper chord 6-1 and the lower chord 6-3 adopt Pi-shaped opening sections, and the web members 6-2 adopt I shapes.
The lower chord 6-3 of the stiffening steel beam 6 is connected through a stiffening lower parallel connection 8, the stiffening lower parallel connection full bridge can be set to be symmetrical V-shaped, and the cross section of the parallel connection 8 is I-shaped.
In the embodiment, the ratio of the length of the single side of the fulcrum stiffening chord member to the length of the main span of the continuous steel truss girder is 1: 4.3; the ratio of the height of the continuous steel truss girder to the height of the fulcrum stiffening chord is 1: 1.22; the ratio of the height of the fulcrum in the fulcrum stiffening chord member to the length of the single side is 1: 5.5; the ratio of the total height of the fulcrums in the continuous steel truss main beam and the fulcrum stiffening chord to the mid-span of the continuous beam is 1: 13.
In this embodiment, the bridge deck structure 1 is a cast-in-place ultrahigh performance bridge deck slab 1-3. The bridge deck and the continuous steel truss girder 2 are connected and poured into a stressed whole through shear connectors 7 arranged on the girder upper chord 2-1 and the steel beam 5-1, the standard thickness of the cast-in-place ultrahigh-performance bridge deck 1-3 in the embodiment is 20cm, the joint of the cast-in-place ultrahigh-performance bridge deck and the girder upper chord 2-1 and the steel beam upper chord 5-1 is thickened to form longitudinal and transverse beam ribs, and the thickness of the thickened part is 40 cm.
And an in-vivo prestressed steel strand is arranged in the concrete bridge deck slab 1 in the middle fulcrum hogging moment area.
The shear connector 7 is a welding nail connector at the middle span and side pivot, the height is 150mm, and the diameter is 19 mm; the shear connector 7 is a pulling-resistant non-shear connector at the midpoint, the height is 150mm, and the diameter is 22 mm;
in the embodiment, the temporary external prestress steel bundles 9 for construction are arranged on the bridge pier 4 and the fulcrum stiffening chord 3, the number of the steel bundles and the tension control stress are determined according to the deformation calculation of the fulcrum stiffening chord and the bridge pier in the pushing construction process.
In the pushing construction process of the continuous steel truss girder 2, firstly, a longitudinal sliding block is arranged on a top plate of a stiffening upper chord 3-1 of the fulcrum stiffening chord 3 to facilitate the continuous steel truss girder 2 to advance in a pushing mode, and after the continuous steel truss girder 2 is pushed to a preset position to be in place, the top plate of the stiffening upper chord 3-1 is connected with a bottom plate of a girder lower chord 2-3 through a high-strength bolt group, so that the fulcrum stiffening chord 3 and the continuous steel truss girder 2 form a stressed whole.
In this embodiment, the construction guide beam 10 is a steel guide beam that is pre-spliced at the beam end of the continuous steel truss main beam 2 for incremental launching construction, and the length thereof is 30 m. During pushing construction, firstly, the main beam is pushed in to enable the front-end construction guide beam 10 to be lapped on the fulcrum stiffening chord 3, the front-end construction guide beam 10 sequentially passes through the bridge pier 4 in the pushing process until the pushing is in place, and then the construction guide beam 10 is detached.
The construction method of the embodiment comprises the following steps:
1. constructing a foundation and a bridge pier 4, erecting a temporary construction bracket at the bridge pier, and symmetrically hoisting a fulcrum stiffening chord 3;
2. assembling a continuous steel truss girder 2 on one side of a bridge site, installing a pushing construction guide beam 10 at the girder end, and integrally pushing, erecting and constructing the continuous steel truss girder 2 through the construction guide beam 10; during construction, according to the deformation conditions of the bridge pier and the fulcrum stiffening chord, tensioning the temporary external prestress steel beam 9;
3. the continuous steel truss girder 2 is connected with the fulcrum stiffening chord 3 through a high-strength bolt after being pushed in place; removing the temporary external prestressed steel beam 9; assembling a steel beam 5 and a stiffening steel beam 6, connecting a parallel connection 8, and welding a shear connector 7;
4. and (3) casting the ultrahigh-performance bridge deck slab 1-3 in situ, tensioning the prestressed steel bundles in the medium fulcrum hogging moment area, and constructing other accessory facilities.
It is obvious to a person skilled in the art that the invention is not restricted to details of the above-described exemplary embodiments, but that it can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (8)
1. The utility model provides a stiffening chord member extends steel purlin combination continuous beam bridge, includes a plurality of piers and decking, its characterized in that: the bridge pier is provided with a fulcrum stiffening chord member, the bridge deck is arranged on the continuous steel truss girder, and the continuous steel truss girder and the fulcrum stiffening chord member are connected through a high-strength bolt group;
the continuous steel truss main beam, the steel cross beam and the parallel connection form a space truss stress system;
the fulcrum stiffening chord member is provided with a steel beam and a parallel connection to form a space stiffening truss stress system.
2. The stiffening chord member expanding steel truss combined continuous girder bridge according to claim 1, wherein: the continuous steel truss girder comprises a girder upper chord member, a girder lower chord member and a girder web member, and the continuous steel truss girder, the V-shaped or inverted V-shaped steel cross beam and the parallel connection form a space truss stress system.
3. The stiffening chord member expanding steel truss combined continuous girder bridge according to claim 1, wherein: the fulcrum stiffening chord member is arranged at the fulcrum in the continuous beam and comprises a stiffening upper chord member, a stiffening lower chord member and a vertical or vertical oblique stiffening web member arranged between the stiffening upper chord member and the stiffening lower chord member, and the fulcrum stiffening chord member is transversely provided with a V-shaped, inverted V-shaped or cross-shaped steel cross beam and a parallel connection to form a space stiffening truss stress system.
4. A stiffening chord member expanding steel truss combined continuous girder bridge according to claim 3, wherein: the line shape of the stiffening lower chord is a broken line shape or a quadratic parabola shape.
5. The stiffening chord member expanding steel truss combined continuous girder bridge according to claim 1, wherein: the ratio of the length of one side of the fulcrum stiffening chord member to the length of the main span of the continuous steel truss girder is 1: 3.5-1: 8.
6. The stiffening chord member expanding steel truss combined continuous girder bridge according to claim 1, wherein: the ratio of the height of the continuous steel truss main beam to the height of the fulcrum stiffening chord is 1: 0.6-1: 5.
7. The stiffening chord member expanding steel truss combined continuous girder bridge according to claim 1, wherein: the ratio of the height of the fulcrum in the fulcrum stiffening chord member to the length of the single side is 1: 3-1: 6.
8. The stiffening chord member expanding steel truss combined continuous girder bridge according to claim 1, wherein: the ratio of the total height of the pivot in the continuous steel truss main beam and the pivot stiffening chord to the mid-span of the continuous beam is 1: 9-1: 14.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020548880.7U CN212375685U (en) | 2020-04-14 | 2020-04-14 | Stiffening chord member expansion steel truss combined continuous beam bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020548880.7U CN212375685U (en) | 2020-04-14 | 2020-04-14 | Stiffening chord member expansion steel truss combined continuous beam bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212375685U true CN212375685U (en) | 2021-01-19 |
Family
ID=74160138
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020548880.7U Active CN212375685U (en) | 2020-04-14 | 2020-04-14 | Stiffening chord member expansion steel truss combined continuous beam bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN212375685U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114214925A (en) * | 2022-01-10 | 2022-03-22 | 福州大学 | Variable-section continuous beam bridge structure suitable for incremental launching construction and construction method |
-
2020
- 2020-04-14 CN CN202020548880.7U patent/CN212375685U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114214925A (en) * | 2022-01-10 | 2022-03-22 | 福州大学 | Variable-section continuous beam bridge structure suitable for incremental launching construction and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103758023B (en) | Prestressed concrete and steel truss mixed continuous rigid frame bridge and construction method thereof | |
| CN110067185B (en) | Steel pipe-steel plate combined web steel-concrete combined box girder | |
| CN103938533A (en) | Simple-supported continuous structure and construction method thereof | |
| CN111549658A (en) | Continuous bridge joint structure and continuous box girder bridge structure | |
| CN112458877A (en) | Assembled steel-concrete combined rigid frame bridge and construction method thereof | |
| CN111455812A (en) | Stiffening chord member expanded steel truss combined continuous beam bridge and construction method | |
| CN212375685U (en) | Stiffening chord member expansion steel truss combined continuous beam bridge | |
| CN211772741U (en) | Large-span variable-width corrugated web steel box-concrete continuous beam bridge | |
| CN112982139A (en) | Wide-width large-span hybrid beam and short-tower cable-stayed bridge system and construction method thereof | |
| CN206570671U (en) | Based on the prestressed assembled corrugated steel web plate composite box girder of mixing | |
| CN111139722A (en) | Novel steel box girder and steel-concrete composite girder structure | |
| CN111305040A (en) | Cable-stayed bridge combined box girder adopting corrugated steel plate as diaphragm plate | |
| CN109594461B (en) | Assembled steel concrete composite beam and forming method thereof | |
| CN107142830B (en) | Steel pipe web prestress steel-concrete combined girder structure and construction method | |
| CN114182620A (en) | Partial cable-stayed bridge structure system of large cantilever core steel box and construction method | |
| CN214459548U (en) | Assembled steel and concrete combined rigid frame bridge | |
| CN214328474U (en) | Prestressed V-shaped truss steel-concrete composite structure bridge | |
| CN212375686U (en) | Novel long-span inclined leg support type steel truss inverted arch bridge | |
| CN104532732B (en) | The self-anchored suspension bridge of fish spine structure | |
| CN111893861A (en) | Partial cable-stayed bridge of steel truss web type concrete composite beam and construction method thereof | |
| CN112411353A (en) | Prefabricated assembled steel-concrete composite beam bolted in longitudinal segmentation mode and construction method | |
| CN215857136U (en) | Partial cable-stayed bridge | |
| CN215051984U (en) | Wide-width large-span hybrid beam short-tower cable-stayed bridge system | |
| CN211947879U (en) | Assembled corrugated web steel box-UHPC (ultra high performance concrete) combined beam bridge | |
| CN216919966U (en) | Railway steel-concrete mixed continuous rigid frame bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |