CN220704317U - Steel skeleton suitable for side span of cable-stayed bridge and cable-stayed bridge - Google Patents
Steel skeleton suitable for side span of cable-stayed bridge and cable-stayed bridge Download PDFInfo
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- CN220704317U CN220704317U CN202322333069.3U CN202322333069U CN220704317U CN 220704317 U CN220704317 U CN 220704317U CN 202322333069 U CN202322333069 U CN 202322333069U CN 220704317 U CN220704317 U CN 220704317U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 218
- 239000010959 steel Substances 0.000 title claims abstract description 218
- 238000012946 outsourcing Methods 0.000 claims abstract description 3
- 238000010276 construction Methods 0.000 abstract description 25
- 238000011065 in-situ storage Methods 0.000 abstract description 7
- 239000000463 material Substances 0.000 abstract description 7
- 238000000034 method Methods 0.000 abstract description 5
- 239000003351 stiffener Substances 0.000 description 12
- 230000008901 benefit Effects 0.000 description 9
- 238000005452 bending Methods 0.000 description 7
- 230000006835 compression Effects 0.000 description 6
- 238000007906 compression Methods 0.000 description 6
- 238000009432 framing Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 4
- 238000007789 sealing Methods 0.000 description 4
- 238000010008 shearing Methods 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
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Abstract
The utility model relates to the technical field of structures of cable-stayed bridges, in particular to a steel skeleton suitable for side spans of a cable-stayed bridge and the cable-stayed bridge. The steel skeleton comprises bridge deck plate steel skeletons, steel pipes are arranged on two sides of each bridge deck plate steel skeleton, the steel pipes are arranged along the longitudinal bridge direction, concrete is poured into the steel pipes, and outsourcing concrete is arranged outside the steel pipes. Through set up the steel pipe in bridge deck steel skeleton both sides, the inside concrete that can pack of steel pipe to can increase its compressive property, in the in-process of construction, the roof beam Duan Neng that has been under construction can support the roof beam section and the relevant apparatus of construction that are under construction when the roof beam section of next section is under construction, avoid as far as because not setting up the support and influence the construction. The problems that in the prior art, the clearance below the cable-stayed bridge is large or the foundation below the cable-stayed bridge is soft, so that a bracket for cast-in-situ construction cannot be erected, and the cradle construction cannot be used because the materials used by the side span and the middle span are different are solved.
Description
Technical Field
The utility model relates to the technical field of cable-stayed bridge structures, in particular to a steel skeleton suitable for a side span of a cable-stayed bridge and the cable-stayed bridge.
Background
For a concrete girder cable-stayed bridge, a front supporting point hanging basket or a rear supporting point hanging basket cantilever symmetrical pouring construction girder is generally adopted in engineering, and when the designed bridge is lower in height, a bracket cast-in-situ method can be adopted for construction. For a mixed beam cable-stayed bridge with a middle span of steel beams or steel-concrete composite beams and a side span of concrete main beams, the side spans are constructed by adopting a full framing cast-in-situ method at present.
However, when the clearance below the cable-stayed bridge is large or the foundation below the cable-stayed bridge is soft, so that a bracket for cast-in-situ construction cannot be erected, the construction cannot be carried out through a full framing cast-in-situ method. And because the side span and the middle span are made of different materials and have different corresponding spans, the hanging basket cannot be used for construction.
Disclosure of Invention
The utility model aims at: the problems that in the prior art, the clearance below the cable-stayed bridge is large or the foundation below the cable-stayed bridge is soft, so that a bracket for cast-in-situ construction cannot be erected, and hanging basket construction cannot be used because of different materials used by the side span and the middle span are solved, and the steel skeleton suitable for the side span of the cable-stayed bridge and the cable-stayed bridge are provided.
In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows:
the steel skeleton comprises bridge deck plate steel skeletons, steel pipes are arranged on two sides of each bridge deck plate steel skeleton, the steel pipes are arranged along the longitudinal bridge direction, concrete is poured into the steel pipes, and outsourcing concrete is arranged outside the steel pipes.
The number and arrangement mode of the steel pipes on two sides of the bridge deck plate steel skeleton are determined according to the spans of the side spans, and when two steel pipes are required to be arranged on one side, the steel pipes are required to be distributed at intervals in a dumbbell shape up and down; when four steel pipes are required to be arranged at one side, the four steel pipes are required to be arranged in a rectangular shape. The diameter and wall thickness of the steel pipe are determined according to practical conditions. Whether the inside of the steel pipe needs to be filled with concrete or not is determined according to the actual situation.
In the prior art, when the side span is firstly connected to the bridge tower during construction, a full framing is required to be arranged below the bridge tower to stabilize the side span. The framework has the advantages that due to the rigidity of the framework, a full framing is not required to be built below the side span to support the weight of the side span, so that the risk of side beam collapse caused by local failure of the side beam bracket can be avoided, and the situation that the side beam construction cannot be performed due to the obstruction of the geographical environment to the construction of the bracket is avoided. And after the concrete can be filled in the steel pipe, the steel pipe concrete is formed. The concrete in the steel pipe can support the steel pipe, so that the stability of the steel pipe is enhanced; and the concrete in the steel pipe is restrained by the steel pipe, so that the concrete in the steel pipe is in a three-way pressure state, the time for generating and developing cracks of the concrete in the steel pipe along the length direction of the steel pipe can be delayed, the compressive strength and deformation resistance of the concrete in the steel pipe can be improved, and the steel pipe can bear corresponding loads when being externally coated with the concrete for construction. And during construction, the outer-covered concrete can be arranged outside the steel pipe, so that the outer-covered concrete and the steel skeleton bear the weight of the steel skeleton of the next section together. When the concrete is poured and wrapped, the outer mold of the concrete can be directly hung on the installed steel skeleton by using ropes.
As a preferable scheme of the utility model, a plurality of cross beams are arranged at intervals at the lower part of the bridge deck plate steel skeleton, and two ends of each cross beam are respectively connected with the steel pipes.
The cross beam can be I-steel, can be a steel pipe, and can also be a truss. The number of beams is determined in practice.
Set up a plurality of crossbeams in bridge deck plate steel skeleton below, can make the bridge deck plate steel skeleton receive the load pass through the crossbeam and transmit the steel pipe, do benefit to the stability that promotes this device.
As a preferred embodiment of the present utility model, the cross beam comprises a truss, and the top surface of the truss is connected to the bottom surface of the deck plate steel skeleton.
The truss type can be Hao truss, K truss or Woln truss. The specific type of the material is determined according to the stress condition.
The truss is a plane or space structure which is composed of straight rods and is generally provided with triangular units, and truss rod members mainly bear axial tension or compression force, so that the strength of materials can be fully utilized, the self weight of a framework is reduced, the rigidity is increased, the truss is high in stability, and the compression force bearing capacity is high. And set up the truss along the horizontal bridge, then the load that bridge deck steel skeleton middle part born can pass through the truss and transmit the steel pipe, does benefit to the structural stability of this skeleton.
As a preferred embodiment of the present utility model, the cross member further comprises a transverse stiffener, and the height of both ends of the transverse stiffener is greater than the height of the middle part of the transverse stiffener.
The number and size of the transverse stiffeners are determined according to the actual situation. The bridge deck plate steel skeleton below sets up a plurality of transverse stiffening ribs, can increase the compressive capacity of this skeleton. And the two ends of the transverse stiffening rib are respectively connected with the steel pipes, so that the load born by the middle part of the bridge deck plate steel skeleton can be transferred to the steel pipes through the transverse stiffening rib, and the structural stability of the skeleton is facilitated. The height of the transverse stiffening rib refers to the dimension of the transverse stiffening rib perpendicular to the steel skeleton of the bridge deck plate, and is the self height of the transverse stiffening rib. The height of the two ends of the transverse stiffening rib is larger than that of the middle part, so that the transverse stiffening rib and the steel pipe have more contact areas. And because of the shearing force hysteresis effect, the bridge deck plate steel skeleton that is located steel pipe department bears the pressure the biggest, and transverse stiffening rib and steel pipe have more area of contact, can make the connection of transverse stiffening rib and steel pipe more firm, do benefit to the stability that promotes this skeleton.
As a preferable scheme of the utility model, a plurality of secondary longitudinal beam steel frameworks are arranged below the bridge deck plate steel frameworks at intervals, and the secondary longitudinal beam steel frameworks are arranged along the forward direction.
The steel skeleton of the secondary longitudinal beam steel skeleton can comprise I-steel, channel steel and a steel box.
On the box girder of the bridge, the positive stress on the flange is reduced along with the increasing distance from the girder rib due to the existence of shearing torsion deformation, and the phenomenon is called as shear hysteresis, which is called as shear hysteresis effect for short. The pressure born by the bridge deck plate steel skeleton is reduced along with the increase of the distance from the main longitudinal beam. The secondary longitudinal beam steel skeleton is arranged along the longitudinal bridge direction of the cable-stayed bridge, so that a plurality of secondary longitudinal beam steel skeletons are arranged below the bridge deck plate steel skeleton and between two adjacent main longitudinal beams, longitudinal stress can be distributed more uniformly on the cross section of the bridge deck plate steel skeleton as much as possible, and the service life of the skeleton is prolonged.
As a preferable scheme of the utility model, the steel skeleton of the secondary longitudinal beam steel skeleton is I-steel, and the web plate of the secondary longitudinal beam steel skeleton is provided with a plurality of through holes perpendicular to the length direction of the I-steel.
The steel skeleton of the secondary longitudinal beam is I-steel, has good bending resistance, is arranged at the bottom of the steel skeleton of the bridge deck plate along the bridge direction, and can improve the bending resistance of the bridge. And the web of secondary longitudinal beam steel skeleton is provided with a plurality of through-holes, can make the combination of secondary longitudinal beam steel skeleton and concrete inseparabler, does benefit to the stability that promotes this device.
As a preferable scheme of the utility model, a plurality of perforated steel plates are arranged on the top surface of the steel bottom plate of the bridge deck plate steel skeleton at intervals, and the perforated steel plates are arranged along the forward bridge direction.
The steel bottom plate top surface of bridge deck plate steel skeleton sets up the trompil steel sheet, and the concrete contact that the top surface of steel bottom plate that can bridge deck plate steel skeleton and bridge deck plate steel skeleton was pour is inseparabler to increase the stability of suitable structure. The perforated steel plates are arranged along the forward bridge direction, so that the bending resistance of the structure can be improved.
As a preferable mode of the present utility model, the cable anchor member is connected to the upper side of the steel pipe, and the cable anchor member is provided along the longitudinal bridge.
The number of cable anchor members is determined by the actual situation.
The cable anchor member is used for anchoring a stay cable of the cable-stayed bridge, and can stabilize the beam section.
As a preferred aspect of the present utility model, the cable anchor member includes a stay cable duct and a plurality of stiffening plates disposed along a length direction of the stay cable duct.
The specific size and location of the stiffener depends on the actual load conditions.
The stiffening plate is arranged along the length direction of the stay cable guide pipe, so that the stability of the cable anchor member can be improved, the stress level of the cable anchor member is reduced, and the reliable operation of the cable anchor member is ensured as much as possible.
A cable-stayed bridge comprises a steel skeleton which is suitable for a side span of the cable-stayed bridge.
The side span of the cable-stayed bridge adopts the prefabricated structure, and the middle span of the cable-stayed bridge can adopt a beam section using concrete filled steel tube or a beam section using a steel-concrete structure. Through adopting foretell steel skeleton that is applicable to cable-stayed bridge side span, can be applicable to the softer or unable headroom of cable-stayed bridge below ground condition, the condition of unable setting up the full framing, also can increase the stability of cable-stayed bridge's self.
In summary, due to the adoption of the technical scheme, the beneficial effects of the utility model are as follows:
1. a steel skeleton suitable for a cable-stayed bridge side span is characterized in that steel pipes are arranged on two sides of a bridge deck plate steel skeleton, and concrete can be filled in the steel pipes, so that the compression resistance of the device can be improved. The rigidity of the framework can stabilize without arranging a bracket below the side span, so that the problems that in the prior art, the clearance below the cable-stayed bridge is large or the foundation below the cable-stayed bridge is soft, so that the bracket for cast-in-situ construction cannot be erected, and the hanging basket construction cannot be used because the side span and the middle span are different in materials are solved.
2. The utility model provides a cable-stayed bridge through adopting a steel skeleton that is applicable to cable-stayed bridge side span as above, and at the inside concrete filled in steel pipe, can promote the compressive property of roof beam section, can be applicable to cable-stayed bridge below ground softer or unable headroom is great, can't set up the condition of full framing, also can increase the stability of cable-stayed bridge's self.
Drawings
Fig. 1 is a schematic perspective view of a steel skeleton suitable for a side span of a cable-stayed bridge in embodiment 1 (in top view);
FIG. 2 is an enlarged view at A in FIG. 1;
fig. 3 is a schematic diagram of a steel skeleton for a side span of a cable-stayed bridge in embodiment 1 in a second perspective (bottom view);
fig. 4 is a schematic perspective view (top view) of a girder section suitable for a cable-stayed bridge in example 2;
icon: 1-lower girder concrete, 2-upper girder concrete, 3-stay cable guide pipes, 4-end sealing plates, 5-anchor plates, 6-upper stiffening plates, 7-lower stiffening plates, 8-bearing plates, 9-welding nails, 10-steel pipes, 11-steel plate webs, 12-bridge deck steel frameworks, 13-perforated steel plates, 14-transverse stiffening ribs, 15-secondary girder steel frameworks, 16-splice seams, 17-beam lower chords, 18-beam vertical web members and 19-beam inclined web members.
Detailed Description
The present utility model will be described in detail with reference to the accompanying drawings.
The present utility model will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present utility model more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the utility model.
Example 1
As shown in fig. 1, a steel skeleton suitable for cable-stayed bridge side span contains bridge deck plate steel skeleton 12, bridge deck plate steel skeleton 12 both sides all are provided with steel pipe 10, steel pipe 10 arranges along the longitudinal bridge, the inside concrete that can pour of steel pipe 10, the outside concrete that can outsource of steel pipe. In this embodiment, two steel pipes are respectively arranged on two sides of the steel skeleton of the bridge deck plate. Two steel pipes on one side of the bridge deck plate steel skeleton are distributed at intervals upwards and downwards along the bridge, and the two steel pipes are connected through a steel plate web 11. Compared with the structure that the steel pipes are directly arranged parallel to the bridge deck plate steel skeleton side by side, the connection can not only increase the compressive resistance of the prefabricated structure, but also increase the bending resistance of the prefabricated structure. In fig. 1, the two segments are spliced together, so that a visible splice 16 is provided between the two segments.
As shown in fig. 1 and 2, the cable anchor member is connected to the upper side of the steel pipe 10 and is disposed along the longitudinal bridge. The cable anchor member comprises a stay cable conduit 3 and an anchor plate 5. The anchor pulling plate 5 is connected above the main longitudinal beam; the plate surface of the anchor plate 5 is parallel to the vertical direction and is arranged along the longitudinal bridge direction; the anchor pull plate 5 is provided with a mounting through groove; the stay cable guide pipe 3 is arranged in the installation through groove, and a zip fastener of the cable-stayed bridge can penetrate through the stay cable guide pipe 3 and be fixed. An end sealing plate 4 is arranged at the upper end of the stay cable guide pipe 3 and is used for preventing rainwater or foreign matters from entering the stay cable guide pipe 3 so as to influence the work of the stay cable and the anchor head thereof; at the lower end of the stay cable duct 3 is provided a bearing plate 8 for transmitting the load of the stay cable to the stay cable duct 3. Stiffening rib plates 22 are arranged on both sides of the anchor plate 5 along the transverse bridge direction; the stiffening rib plates 22 are arranged along the axial direction of the stay cable guide pipe 1, and the plate surfaces of the stiffening rib plates 22 are perpendicular to the anchor plate 5; an upper stiffening plate 6 and a lower stiffening plate 7 are distributed on the upper side and the lower side of the stay cable guide pipe 1; the upper stiffening plate 6 and the lower stiffening plate 7 are welded with the anchor plate 5, the lower ends of the upper stiffening plate 6 and the lower stiffening plate 7 extend to the steel pipe 10 and are welded with the steel pipe 10, and the upper ends of the upper stiffening plate 6 and the lower stiffening plate 7 extend to the end sealing plate 4 and are also welded with the end sealing plate 4. The two sides of the anchor pulling plate 5 are also provided with a plurality of welding nails 9, so that the binding force with concrete can be increased, and the stability of the beam section using the framework is improved.
As shown in fig. 1, a plurality of perforated steel plates 13 are arranged on the top surface of the beam bottom plate of the bridge deck plate steel skeleton 12 at intervals, and the perforated steel plates 13 are arranged along the forward direction of the bridge. The top surface of bridge deck plate steel skeleton sets up trompil steel sheet 13, can make the concrete contact that the top surface of this skeleton and bridge deck plate steel skeleton 12 was pour inseparabler to the stability of the roof beam section that the increase was suitable for this skeleton. The PBL bonds are arranged along the forward bridge direction, so that the bending resistance of the skeleton can be improved.
As shown in fig. 1 and 3, a plurality of cross beams are arranged at intervals at the lower part of the bridge deck plate steel skeleton 12, and two ends of each cross beam are respectively connected with a steel pipe 10. Set up a plurality of crossbeams in bridge deck plate steel skeleton below, can make the bridge deck plate steel skeleton receive the load pass through the crossbeam and transmit steel pipe 10, do benefit to the stability that promotes this device. The cross beam contains transverse stiffeners 14, the height of the ends of the transverse stiffeners 14 being greater than the height of the middle of the transverse stiffeners 14. A plurality of transverse stiffening ribs 14 are arranged below the bridge deck plate steel skeleton 12, so that the compression capacity of the skeleton can be increased. And the two ends of the transverse stiffening rib 14 are respectively connected with the steel pipe 10, so that the load born by the middle part of the bridge deck plate steel skeleton can be transferred to the steel pipe 10 through the transverse stiffening rib 14, and the structural stability of the skeleton is facilitated. The height of the transverse stiffeners 14 refers to the dimension of the transverse stiffener 14 perpendicular to the deck plate steel skeleton. The transverse stiffeners 14 have a greater contact area with the steel pipe 10 than the middle of the transverse stiffeners 14. And because of the shearing force hysteresis effect, the bridge deck plate steel skeleton that is located steel pipe 10 department bears the biggest pressure, and transverse stiffening rib 14 and steel pipe 10 have more area of contact, can make the connection of transverse stiffening rib 14 and steel pipe 10 more firm, do benefit to the stability that promotes this skeleton. The cross beam also comprises a truss, the top surface of which is connected to the bottom surface of the deck plate steel skeleton 12. The truss is a plane or space structure which is composed of straight rods and is generally provided with triangular units, and truss rod members mainly bear axial tension or compression force, so that the strength of materials can be fully utilized, the self weight of a framework is reduced, the rigidity is increased, the truss is high in stability, and the compression force bearing capacity is high. In this embodiment, a hao truss is adopted, that is, the truss forms a plurality of right triangles, diagonal web members are in a compressed state, and beam vertical web members 18 and beam lower chords 17 are in a stretched state, so that truss efficiency can be maximized. And set up the truss along the horizontal bridge, then the load that bridge deck steel skeleton middle part born can pass through the truss and transmit steel pipe 10, does benefit to the structural stability of this skeleton.
As shown in fig. 1 and 3, a plurality of secondary longitudinal beam steel frameworks 15 are arranged below the bridge deck plate steel frameworks 12 at intervals, and the secondary longitudinal beam steel frameworks 15 are arranged along the forward bridge direction. On the box girder of the bridge, the positive stress on the flange is reduced along with the increasing distance from the girder rib due to the existence of shearing torsion deformation, and the phenomenon is called as shear hysteresis, which is called as shear hysteresis effect for short. The pressure born by the bridge deck plate steel skeleton is reduced along with the increase of the distance from the main longitudinal beam. The secondary longitudinal beam steel skeleton is arranged along the longitudinal bridge direction of the cable-stayed bridge, so that a plurality of secondary longitudinal beam steel skeletons are arranged below the bridge deck plate steel skeleton and between two adjacent main longitudinal beams, longitudinal stress can be distributed more uniformly on the cross section of the bridge deck plate steel skeleton as much as possible, and the service life of the skeleton is prolonged. The cross section of the secondary longitudinal beam steel skeleton 15 is I-shaped, and a web plate of the secondary longitudinal beam steel skeleton 15 is provided with a plurality of through holes. The cross section of the secondary longitudinal beam steel skeleton 15 is I-shaped, the bending resistance is good, and the secondary longitudinal beam steel skeleton is arranged at the bottom of the bridge deck plate steel skeleton along the bridge direction, so that the bending resistance of the bridge can be improved. And the web of the secondary longitudinal beam steel skeleton 15 is provided with a plurality of through holes, so that the combination of the secondary longitudinal beam steel skeleton 15 and concrete is tighter, and the stability of the device is improved. As shown in fig. 4, in this embodiment, when concrete outside the framework is poured, the outer mold of the concrete is directly suspended from the installed framework by ropes. The upper girder concrete 2 is poured later than the lower girder concrete 1. The lower girder concrete 1 can bear part of the load of the upper girder concrete 2 when the upper girder concrete 2 is poured, which is beneficial to improving the stability of the structure.
The construction process of the structure comprises the following steps:
(1) Constructing a foundation, a bridge tower, an auxiliary pier, a bridge abutment and a pushing auxiliary pier;
(2) In a factory, processing a steel skeleton applicable to a side span of a cable-stayed bridge in the embodiment 1 in sections;
(3) The steel skeleton suitable for the side span of the cable-stayed bridge is constructed in a pushing mode until the skeleton is installed in place, and a steel guide beam is needed to be utilized during pushing;
(4) The steel skeleton suitable for the side span of the cable-stayed bridge is pushed in place, the steel guide beam is removed, part of the stay cable and the balance cable are installed and tensioned, and the pushing auxiliary pier is removed;
(5) Concrete is poured into the steel pipe 10;
(6) Tensioning the prestressed steel bundles in the concrete of the steel pipe 10 after the concrete in the steel pipe 10 reaches the design strength;
(7) Pouring lower girder concrete 1
(8) After the lower girder concrete 1 reaches the design strength, the 1 st pair of stay cables are symmetrically tensioned for the 1 st time;
(9) Pouring upper girder concrete 2;
(10) After the upper girder concrete 2 reaches the design strength, the 1 st pair of stay cables are symmetrically tensioned for the 2 nd time;
(11) And (7) repeating the steps 7-10, and sequentially completing the construction of all the sections.
Example 2
A cable-stayed bridge comprising a steel skeleton as in embodiment 1 suitable for use in a cable-stayed bridge side span. In the embodiment, the middle span of the bridge adopts the beam section of the steel concrete composite beam, is convenient for construction, and can be suitable for cable-stayed bridges with larger spans.
The foregoing description of the preferred embodiments of the utility model is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the utility model.
Claims (10)
1. The utility model provides a steel skeleton suitable for cable-stayed bridge side span, its characterized in that contains bridge deck plate steel skeleton (12), bridge deck plate steel skeleton (12) both sides all are provided with steel pipe (10), steel pipe (10) are arranged along the longitudinal bridge, the inside concrete that can pour of steel pipe (10), the outsourcing concrete can be connected to the steel pipe outside.
2. The steel skeleton applicable to the side span of the cable-stayed bridge according to claim 1, wherein a plurality of cross beams are arranged at intervals on the lower part of the bridge deck plate steel skeleton (12), and two ends of each cross beam are respectively connected with the steel pipe (10).
3. A steel skeleton suitable for use in cable-stayed bridge side spans according to claim 2, characterized in that the cross-beams comprise trusses, the top surfaces of which truss are connected to the bottom surface of the deck slab steel skeleton (12).
4. A steel skeleton according to claim 1, characterized in that the lower part of the deck plate steel skeleton (12) is further provided with a plurality of transverse stiffening ribs (14) at intervals, the transverse stiffening ribs (14) are perpendicular to the longitudinal bridge direction, and the heights of the two ends of the transverse stiffening ribs (14) are larger than the height of the middle part of the transverse stiffening ribs (14).
5. The steel skeleton applicable to the side span of the cable-stayed bridge according to claim 1, wherein a plurality of longitudinal beam steel skeletons (15) are arranged below the bridge deck plate steel skeletons (12) at intervals, and the secondary longitudinal beam steel skeletons (15) are arranged along the forward direction of the bridge.
6. The steel skeleton adapted for cable-stayed bridge side span according to claim 5, wherein the secondary longitudinal beam steel skeleton (15) is i-steel, and the web of the i-steel is provided with a plurality of through holes perpendicular to the length direction of the i-steel.
7. A steel skeleton adapted for cable-stayed bridge side span according to claim 1, characterized in that the top surface of the steel bottom plate of the deck plate steel skeleton (12) is provided with a plurality of perforated steel plates (13) at intervals, the perforated steel plates (13) being arranged along the forward direction of the bridge.
8. A steel skeleton suitable for use in a cable-stayed bridge side span according to any one of claims 1 to 7, further comprising cable anchor members connected above the steel pipes (10), the cable anchor members being arranged along the longitudinal bridge.
9. A steel skeleton suitable for use in a cable-stayed bridge side span according to claim 8, wherein the cable anchor member comprises a stay cable conduit (3) and a plurality of stiffening plates, a plurality of stiffening plates being arranged along the length of the stay cable conduit (3).
10. Cable-stayed bridge, characterized by comprising a steel skeleton according to any of claims 1-9, suitable for the side span of cable-stayed bridges.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202322333069.3U CN220704317U (en) | 2023-08-28 | 2023-08-28 | Steel skeleton suitable for side span of cable-stayed bridge and cable-stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202322333069.3U CN220704317U (en) | 2023-08-28 | 2023-08-28 | Steel skeleton suitable for side span of cable-stayed bridge and cable-stayed bridge |
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| Publication Number | Publication Date |
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| CN220704317U true CN220704317U (en) | 2024-04-02 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202322333069.3U Active CN220704317U (en) | 2023-08-28 | 2023-08-28 | Steel skeleton suitable for side span of cable-stayed bridge and cable-stayed bridge |
Country Status (1)
| Country | Link |
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| CN (1) | CN220704317U (en) |
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2023
- 2023-08-28 CN CN202322333069.3U patent/CN220704317U/en active Active
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