CN214831837U - Bridge closes up section strength nature skeleton - Google Patents
Bridge closes up section strength nature skeleton Download PDFInfo
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- CN214831837U CN214831837U CN202120686310.9U CN202120686310U CN214831837U CN 214831837 U CN214831837 U CN 214831837U CN 202120686310 U CN202120686310 U CN 202120686310U CN 214831837 U CN214831837 U CN 214831837U
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Abstract
The utility model discloses a stiff skeleton of a bridge closure section, which comprises two space truss structures distributed on the side surface of a girder, wherein the two space truss structures are both longitudinally arranged along the girder and symmetrically arranged on the outer surface of the side surface of the girder; the space truss structure comprises two chord members connected with the side surface of the main beam, and the two chord members are symmetrically arranged on the outer surfaces of the two sides of the section of the main beam; two groups of bridging and web members are arranged between the two chords. The utility model discloses a strength nature skeleton forms space truss structure can bear the external load effectively, has higher rigidity, satisfies the requirement of the section of foldeing construction well, repeatedly usable, and construction speed is fast, can improve economic benefits to can reduce the adverse effect of traditional strength nature skeleton to construction quality and bridge formation back bridge performance.
Description
Technical Field
The utility model belongs to the technical field of the bridge construction, concretely relates to bridge folds section strength nature skeleton.
Background
The large-span concrete bridge mostly adopts a cantilever construction method, when the large-span concrete bridge is constructed to a closure section, the cantilever ends at two sides are usually locked by adopting a rigid framework of the closure section, then a temporary prestress is applied to carry out opposite pulling locking, and finally concrete pouring is carried out on the concrete section of the closure section. The rigid framework mainly bears pressure, the contraction of the space between the closure sections is guaranteed not to occur, the temporary prestress is used for responding to the contraction of the concrete beam ends on the two sides, the space is guaranteed not to expand, and the stress system provides guarantee for the construction of the closure sections.
At present, strength nature skeleton is mainly divided into internally and external strength nature skeleton two kinds, and the steel bar arrangement that traditional internal formula strength nature skeleton leads to the chamfer department is difficult and can influence the pouring quality of closing up a section chamfer department concrete, influences construction quality, and traditional external strength nature skeleton is mostly disposable, has the problem of corrosion again simultaneously, causes adverse effect to bridge construction performance behind the one-tenth bridge to it is costly, the work progress is loaded down with trivial details.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to the aforesaid among the prior art not enough, provide a bridge folds section strength nature skeleton to solve or improve foretell problem.
In order to achieve the purpose, the utility model adopts the technical proposal that:
a stiff framework of a bridge closure section comprises two space truss structures distributed on the side surface of a main beam, wherein the two space truss structures are distributed along the longitudinal direction of the main beam and symmetrically arranged on the outer surface of the side surface of the main beam; the space truss structure comprises two chord members connected with the side surface of the main beam, and the two chord members are symmetrically arranged on the outer surfaces of the two sides of the section of the main beam; two groups of bridging and web members are arranged between the two chords.
Further, the main beam comprises cast-in-place sections on two sides of the folding section.
Further, the space truss structure is connected with the outer surfaces of the same sides of the main beams of the concrete sections on the two sides of the folding section.
Furthermore, the space truss structure is connected with the segments on the two sides of the folding section through the embedded steel plates and fixed through bolts.
Furthermore, the embedded steel plates are embedded into four chamfer positions of the sections of the main beam sections at two sides of the closure section concrete, the embedded steel plates are vertically arranged along the longitudinal direction of the bridge, and the embedding depth is 10-20 cm.
Furthermore, the embedded steel plates are provided with screws, the screws are arranged in parallel along multiple longitudinal rows of the bridge, and the length of the screw located at the outermost periphery from the straight line of the edge of the steel plate is greater than or equal to 5 cm.
Furthermore, the chord member comprises two [ -shaped steels welded and connected through a connecting plate, and concrete is poured into a space formed by the two [ -shaped steels and the connecting plate; and the [ -shaped steel is provided with a screw hole for positioning the screw rod.
Furthermore, the bridging comprises two L-shaped steels which are respectively welded on two side surfaces of the two chords, and an angle of 45 degrees is formed between the bridging and the chords.
Further, the embedded steel plate is a rectangular steel plate.
The utility model provides a bridge folds section strength nature skeleton has following beneficial effect:
the utility model discloses a strength nature skeleton forms space truss structure can bear the external load effectively, has higher rigidity, satisfies the requirement of the section of foldeing construction well, repeatedly usable, and construction speed is fast, can improve economic benefits to can reduce the adverse effect of traditional strength nature skeleton to construction quality and bridge formation back bridge performance.
Drawings
FIG. 1 is a schematic diagram of an external stiff skeleton of a bridge closure segment.
Fig. 2 is a schematic diagram of an embedded steel plate provided with a screw.
Fig. 3 is a schematic view of the connection of the stiff skeleton and the beam body.
Fig. 4 is a schematic diagram of a stiff skeleton structure.
FIG. 5 is a schematic cross-sectional view of a stiff skeleton.
Wherein, 1, a main beam; 2. pre-burying a steel plate; 3. a stiff skeleton; 4. a rectangular steel plate; 5. a screw; 6. a nut; 7. a chord member; 8. a web member; 9. a scissor support; 10. a screw hole; 11. a coupling plate; 12. "[" shaped steel; 13. and (3) concrete.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate the understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and various changes may be made apparent to those skilled in the art within the spirit and scope of the present invention as defined and defined by the appended claims.
According to an embodiment of the application, referring to fig. 1-5, a rigid framework 3 of a bridge closure section in the scheme includes two space truss structures distributed on the side surface of a main beam 1, and the main beam 1 is a cast-in-place section on two sides of the closure section.
The two space truss structures are longitudinally distributed along the main beam 1 and symmetrically arranged on the outer surface of the side surface of the main beam 1; the space truss structure comprises two chords 7 connected with the side face of the main beam 1, two groups of cross braces 9 connected with the two chords 7 and a web member 8, wherein the two chords 7 are symmetrically arranged on the outer surfaces of the two sides of the cross section of the main beam 1.
The two chords 7 include an upper chord 7 disposed above and a lower chord 7 disposed below.
The space truss structures of the stiff frameworks 3 respectively comprise upper chords 7 and lower chords 7 which are directly connected to the side faces of the main beams 1, and the chords 7 are symmetrically arranged on the outer surfaces of the two sides of the sections of the main beams 1.
The chord member 7 comprises two [ -shaped steels 12 which are welded and connected through a connecting plate 11, and concrete 13 is poured into a space formed by the two [ -shaped steels 12 and the connecting plate 11; and a screw hole 10 for positioning the screw rod 5 is arranged on the [ -shaped steel 12.
The stiff skeleton 3 adopts a closed cross section formed by welding two [ -shaped steels 12 through the connecting plate 11, and concrete 13 is poured into the stiff skeleton 3, so that the torsional rigidity of the stiff skeleton 3 is greatly improved, and the stiff skeleton can bear the action of torque which is not considered in the construction process.
Two groups of bridging struts 9 and a web member 8 made of L-shaped steel are welded between the upper chord 7 and the lower chord 7.
Two "L" shaped steel of every group bridging 9 weld respectively in two sides of upper chord 7 and lower chord 7, and it is 45 jiaos to become between bridging 9 and two chords 7, and web member 8 welds in the bottom surface of upper chord 7 and the top surface of lower chord 7, adopts butt welding formula to weld.
Two groups of shear braces 9 and web members 8 are arranged between the stiff frameworks 3, so that the shear force, bending moment, axial force and the like generated by external load can be effectively borne, and due to the shear braces 9 and the web members 8, the rigidity of the structure is greatly improved, so that the requirement of controlling the construction rigidity of the closure section is well met.
The stiff skeleton 3 and the section concrete 13 on the two sides of the closure section are connected by bolts, so that the construction speed is high, the skeleton is placed on the outer side surface of the section, the construction difficulty is avoided when the section steel bars of the main beam 1 are arranged, the construction progress is accelerated, the construction cost is reduced, and the economic benefit is improved.
The two stiff frameworks 3 are symmetrically arranged on the outer surfaces of the two sides of the main beam 1, and each stiff framework 3 is connected with the outer surface of the same side of the main beam 1 of the concrete 13 sections on the two sides of the folding section.
Each stiff framework 3 is fixedly connected with the segments on the two sides of the closure segment in a bolt mode through the embedded steel plates 2; and the embedded steel plate 2 is a rectangular steel plate 4.
After the construction of the closure segment is completed, the stiff skeleton 3 is removed, and the stiff skeleton 3 can also be used for the construction of other closure segments, so that the repeated cyclic utilization is realized, and the economic benefit is improved.
After the rigid framework 3 is removed, the screw rods 5 extending out of the girder body are cut off, and the outer surface of the girder body of the main girder 1 is treated in a mortar plastering mode, so that the damage to the bridge structure is low, the damage is not caused, and the durability of the bridge is improved.
The embedded steel plates 2 are embedded into four chamfer positions of sections of the main beam 1 on two sides of the closure section concrete 13, long edges of the embedded steel plates 2 are vertically arranged along the longitudinal direction of the bridge, and the embedding depth is 10-20 cm away from the outer surface of the side face of the main beam 1.
The embedded steel plates 2 are provided with screw rods 5, the screw rods 5 are arranged in parallel in multiple rows along the longitudinal direction of the bridge, the distance between the edge screw rods 5 and the nearest edge is not less than 5cm, the distance between every two adjacent screw rods 5 needs to ensure the working range during bolt connection, and the length needs to ensure the installation work of the embedded steel plates 2 extending out of the outer side surface of the girder body of the section girder 1, the upper chord 7, the lower chord 7 and the nuts 6 of the rigid framework 3 after being embedded.
2 long edges of embedded steel plate are along the bridge direction and vertical placing, and it is less to place the influence to reinforcing bar around, do not cause the trouble to pouring of chamfer department concrete 13, can vibrate closely knit, and concrete 13 pours of high quality.
According to one embodiment of the application, the working principle of the scheme is as follows:
prefabricating a component in a factory: processing a rectangular steel plate 4, a screw rod 5, a [ -shaped steel 12 and an L-shaped steel in a factory, arranging and welding the screw rod 5 on the rectangular steel plate 4, positioning and processing a screw hole 10 of the [ -shaped steel 12 according to the position of the screw rod 5, welding the two [ -shaped steels 12 by adopting a connecting plate after the screw hole 10 is processed, and pouring concrete 13 into the connecting plate to form two chords 7 of a space truss structure of a stiff framework 3; according to the screw hole 10 position, get through the inside concrete 13, guarantee that the screw rod 5 can pass through, according to 1 segmental cross section of girder 1 with the spatial position of one side chamfer to go on fixing and making interim the upper and lower chord 7, in the one side welding of a set of chord 7 about the strength nature skeleton 3 "L" shaped steel that is not parallel to each other in two sets of bridging 9, weld remaining two "L" shaped steel at the opposite side, thereby form two sets of bridging 9, weld web member 8 between a set of upper and lower chord 7, web member 8 adopts butt welding, the bottom surface of upper chord 7 is connected to the upper end, the top surface of lower chord 7 is connected to the lower extreme, thereby form space truss structure, remove interim fixed after the structure preparation.
Pre-burying a steel plate 2: in the construction process of the section concrete 13 on the two sides of the closure section, the embedded steel plates 2 are welded on the steel bars of the main beam 1, the screw rods 5 of the embedded steel plates extend to the outer side of the section of the main beam 1, the section concrete 13 is poured, when the concrete 13 reaches the expected strength, the template is removed, the excess concrete 13 near the screw rods 5 is removed, and the surfaces of the screw rods 5 are cleaned.
Installing a stiff framework 3: and (3) utilizing the temporary beam to oppositely pull and lock the section concrete 13 at the two sides of the closing section, hoisting equipment is adopted to hoist the stiff skeleton 3 to the installation position, and the stiff skeleton 3 is installed on the outer surfaces of the section concrete 13 at the two sides by utilizing bolt connection, so that a closing section working system is formed.
When the temporary steel bundles are subjected to opposite pulling locking, the temporary steel bundles on the two sides need to be pulled oppositely at the same time, and the stiff frameworks 3 on the two sides of the section of the main beam 1 do not need to be synchronously hoisted at the same time.
Pouring the closure section concrete 13, maintaining and dismantling the stiff skeleton 3: after the folding section concrete 13 reaches the expected strength, the bolt connection between the stiff framework 3 and the two side section concrete 13 is released, the screw 5 part extending out of the outer surface of the main beam 1 is cut off, and the surface is treated by adopting a mortar plastering mode.
The utility model discloses a strength nature skeleton 3 forms space truss structure, can bear the external load effectively, has higher rigidity, satisfies the requirement of the section construction of foldeing well, repeatedly usable, and construction speed is fast, can improve economic benefits to can reduce the adverse effect of traditional strength nature skeleton 3 to construction quality and bridge formation back bridge performance.
While the present invention has been described in detail with reference to the embodiments, the scope of the present invention should not be limited to the embodiments. Various modifications and changes may be made by those skilled in the art without inventive step within the scope of the appended claims.
Claims (9)
1. A bridge closes up section strength nature skeleton which characterized in that: the space truss structure comprises two space truss structures distributed on the side face of a main beam, wherein the two space truss structures are longitudinally distributed along the main beam and symmetrically arranged on the outer surface of the side face of the main beam; the space truss structure comprises two chord members connected with the side surface of the main beam, and the two chord members are symmetrically arranged on the outer surfaces of the two sides of the section of the main beam; two groups of bridging and web members are arranged between the two chords.
2. The bridge fold section stiff skeleton of claim 1, characterized in that: the main beam comprises cast-in-place sections on two sides of the closure section.
3. The bridge fold section stiff skeleton of claim 1, characterized in that: the space truss structure is connected with the outer surfaces of the same sides of the main beams of the concrete sections on the two sides of the folding section.
4. The bridge fold section stiff skeleton of claim 1, characterized in that: the space truss structure is connected with the segments on the two sides of the closure segment through the embedded steel plates and is fixed through bolts.
5. The bridge fold section stiff skeleton of claim 4, wherein: the embedded steel plates are embedded into four chamfer positions of sections of main beam sections on two sides of the closure section concrete, the embedded steel plates are vertically arranged along the longitudinal direction of the bridge, and the embedding depth is 10-20 cm.
6. The bridge fold section stiff skeleton of claim 5, characterized in that: the embedded steel plates are provided with screws which are arranged in parallel along the longitudinal direction of the bridge in multiple rows, and the length of the screw located at the outermost periphery from the straight line of the edge of the steel plate is more than or equal to 5 cm.
7. The bridge fold section stiff skeleton of claim 1, characterized in that: the chord member comprises two [ -shaped steels which are welded and connected through a connecting plate, and concrete is poured into a space formed by the two [ -shaped steels and the connecting plate; and the [ -shaped steel is provided with a screw hole for positioning the screw rod.
8. The bridge fold section stiff skeleton of claim 1, characterized in that: the bridging comprises two L-shaped steels which are respectively welded on two side surfaces of the two chord members, and 45 degrees are formed between the bridging and the chord members.
9. A bridge closure section stiff skeleton according to claim 4, 5 or 6, characterized in that: the embedded steel plate is a rectangular steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120686310.9U CN214831837U (en) | 2021-04-02 | 2021-04-02 | Bridge closes up section strength nature skeleton |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120686310.9U CN214831837U (en) | 2021-04-02 | 2021-04-02 | Bridge closes up section strength nature skeleton |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN214831837U true CN214831837U (en) | 2021-11-23 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120686310.9U Active CN214831837U (en) | 2021-04-02 | 2021-04-02 | Bridge closes up section strength nature skeleton |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN214831837U (en) |
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2021
- 2021-04-02 CN CN202120686310.9U patent/CN214831837U/en active Active
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