CN217438694U - Inclined vertical pushing pier side support with limited space - Google Patents
Inclined vertical pushing pier side support with limited space Download PDFInfo
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- CN217438694U CN217438694U CN202221413917.0U CN202221413917U CN217438694U CN 217438694 U CN217438694 U CN 217438694U CN 202221413917 U CN202221413917 U CN 202221413917U CN 217438694 U CN217438694 U CN 217438694U
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Abstract
The utility model discloses a spacing limited inclined vertical top pushes away mound side support includes the cushion cap, lays the pier shaft in the middle part of the cushion cap, lays vertical bearing structure around the pier shaft outer lane, vertical bearing structure outwards inclines gradually to the pier shaft direction by the cushion cap, one end of vertical bearing structure is fixed on the cushion cap, the other end of vertical bearing structure is fixed on the pier shaft through prestressing force opposite-pulling structure, still lay the counterfort structure between prestressing force opposite-pulling structure, the pier shaft, the utility model discloses regard oneself cushion cap as mound side support foundation, need not squeeze into again beside the mound and bore pile, reduce temporary structure and avoid because of neighbouring old second bridge leading to the problem that the construction space is limited; meanwhile, the steel beam pushing device is simple and reasonable in structural form, safe and reliable, and can meet the requirement of steel beam pushing force.
Description
Technical Field
The utility model belongs to the technical field of the bridge construction technique and specifically relates to a limited oblique vertical top in space pushes away other support of mound.
Background
When meeting mountain open circuit, bridge across water. With the rapid development of traffic in China, a plurality of large bridges are built in succession, wherein steel structure bridges are widely adopted due to the characteristics of light weight, high strength and the like, but the steel truss bridge usually adopts a construction method of on-site split-joint and jacking construction in consideration of the construction environment and the construction level.
The novel large bridge in Qiantangjiang is a dual-purpose bridge with an upper-lower layered common rail structure, the upper layer is a bidirectional multi-lane primary road, the lower layer is a double-line light rail, and the construction method of in-factory manufacturing, water transportation, field assembly, pushing construction and middle-side span closure is adopted.
At present, a bridge site of a newly-built bridge is difficult to be installed adjacent to a side bracket of an old second bridge pier, and piles are driven and drilled beside the pier to be used as foundation construction; and the steel beam is heavy, and the horizontal thrust generated by the steel beam pushing has high requirement on the bearing capacity of the structural form beside the pushing pier.
Based on this, the utility model provides a limited oblique vertical top in space pushes away other support of mound to there is the cushion cap as the other support basis of mound, need not squeeze into stake and bored pile again by the mound, reduces interim structure and has avoided leading to the limited problem of construction space because of neighbouring old two bridges.
SUMMERY OF THE UTILITY MODEL
The utility model relates to an overcome the defect among the above-mentioned prior art, provide a space limited vertical top pushes away other support of mound, its structural style is simple reasonable, safe and reliable and can satisfy the girder steel top and push away the atress demand.
In order to achieve the above purpose, the utility model adopts the technical scheme that: the utility model provides a limited oblique vertical top in space pushes away other support of mound, includes the cushion cap, lays the pier shaft in the cushion cap middle part, encircles pier shaft outer lane and lays vertical bearing structure, vertical bearing structure is outwards leaned on to pier shaft direction by the cushion cap gradually, vertical bearing structure's one end is fixed on the cushion cap, vertical bearing structure's the other end is fixed on the pier shaft through prestressing force counter-pull structure, pier shaft between still laid the counterfort structure.
As the utility model discloses a preferred scheme, vertical support structure includes the vertical braces built-in fitting bottom plate, installs the vertical braces stand above the vertical braces built-in fitting bottom plate, installs the vertical braces built-in fitting reinforcing bar in vertical braces built-in fitting bottom plate below, vertical braces built-in fitting stiffening plate that still has a plurality of vertical braces stand circumference of following to lay on the vertical braces built-in fitting bottom plate, the vertical braces built-in fitting reinforcing bar deepen in the cushion cap and with cushion cap reinforcement.
As an optimal scheme of the utility model, vertical support built-in fitting bottom plate top surface flushes with cushion cap top surface concrete.
As a preferred scheme of the utility model, four vertical braces stand are laid for a set of pier shaft circumference, vertical braces built-in fitting stiffener and vertical braces stand welded connection.
As the utility model discloses an optimal scheme, the buttress structure includes the horizontal support steel pipe, the one end of horizontal support steel pipe is through buttress stiffening plate and pier shaft fixed connection, the other end of horizontal support steel pipe is through buttress awl, connecting plate, buttress sleeve pipe and pier shaft fixed connection.
As the utility model discloses a preferred scheme, buttress awl one end is deepened inside the pier shaft and with pier shaft steel bar connection, the buttress awl other end is connected with the one end of connecting plate, the other end of connecting plate is connected the buttress sleeve pipe.
As the utility model discloses a preferred scheme, buttress sleeve pipe diameter is greater than the transverse support steel pipe diameter, realize clearance fit between them in the buttress sleeve pipe is emboliaed to the transverse support steel pipe, through welded connection between buttress sleeve pipe, the transverse support steel pipe.
As an optimized scheme of the utility model, prestressing force is to drawing the structure including horizontal hollow steel pipe, horizontal hollow steel pipe one end is through climbing awl and pier shaft fixed connection, horizontal hollow steel pipe other end is through horizontal support stiffening plate, horizontal support sleeve and vertical support stand fixed connection.
As a preferred scheme of the utility model, lay prestressing force PVC pipeline in the horizontal hollow steel pipe, prestressing force PVC pipeline loops through vertical braces stand, horizontal hollow steel pipe and pier shaft, the stretch-draw anchor plate is laid to one side that horizontal hollow steel pipe was kept away from to the vertical braces stand, the stretch-draw anchor plate goes deep into in the vertical braces stand.
As an optimal scheme of the utility model, C50 micro-expansion pea gravel concrete is pour at vertical support post top.
The utility model has the advantages that:
1. the utility model takes the self-contained bearing platform as the foundation of the pier-side support, and does not need to re-drive piles and drilled piles beside the pier, thereby reducing the temporary structure and avoiding the problem of construction space limitation caused by adjacent old two bridges; meanwhile, the steel beam pushing device is simple and reasonable in structural form, safe and reliable, and can meet the requirement of steel beam pushing force.
2. The utility model discloses a counterfort structure is used for coping with the girder steel and pushes away produced horizontal thrust, resists the girder steel through prestressing force and pushes away the produced horizontal impact force of in-process to drawing the structure, has improved and has pushed away the other support bearing capacity of mound, is favorable to the firm installation of the other support of mound.
Drawings
Fig. 1 is a schematic structural diagram of the present invention;
FIG. 2 is a partial enlarged view of the utility model at A;
FIG. 3 is a top view of FIG. 2;
fig. 4 is a partial enlarged view of the first embodiment of the present invention at the position B;
FIG. 5 is a second enlarged view of the part B of the present invention;
fig. 6 is a partial enlarged view of the utility model at C;
reference numbers in the figures: 1-bearing platform, 2-vertical supporting structure, 3-counterfort structure, 4-prestress counter-pulling structure, 5-pier body, 6-C50 micro-expansion fine stone concrete, 11-bearing platform steel bar, 21-vertical supporting embedded part bottom plate, 22-vertical supporting upright post, 23-vertical supporting embedded part steel bar, 24-vertical supporting embedded part stiffening plate, 31-transverse supporting steel pipe, 32-counterfort stiffening plate, 33-counterfort creeping cone, 34-connecting plate, 35-counterfort casing pipe, 41-transverse hollow steel pipe, 42-transverse supporting stiffening plate, 43-transverse supporting casing pipe, 44-prestress PVC pipeline and 45-tensioning anchor plate.
Detailed Description
The following describes embodiments of the present invention in detail with reference to the accompanying drawings.
As shown in fig. 1-6, the inclined vertical type pushing pier side support with the limited space comprises a bearing platform 1, a pier body 5 is arranged in the middle of the bearing platform 1, a vertical supporting structure 2 is arranged around the outer ring of the pier body 5, the vertical supporting structure 2 gradually inclines outwards from the bearing platform 1 to the pier body 5, one end of the vertical supporting structure 2 is fixed on the bearing platform 1, the other end of the vertical supporting structure 2 is fixed on the pier body 5 through a prestress counter-pulling structure 4, and a buttress structure 3 is further arranged between the prestress counter-pulling structure 4 and the pier body 5.
The utility model takes the self-contained bearing platform 1 as the support foundation beside the pier, and does not need to be driven into piles and drilled piles again beside the pier, thereby reducing the temporary structure and avoiding the problem of construction space limitation caused by adjacent old two bridges; meanwhile, the counterfort structure 3 and the prestress opposite-pulling structure 4 are arranged.
The vertical supporting structure 2 comprises a vertical supporting embedded part bottom plate 21 and vertical supporting upright posts 22 arranged above the vertical supporting embedded part bottom plate 21, wherein the vertical supporting upright posts 22 are preferably steel pipes with the diameter of 1800 mm; the vertical supporting embedded part reinforcing steel bars 23 are installed below the vertical supporting embedded part bottom plate 21, a plurality of vertical supporting embedded part reinforcing plates 24 are further arranged on the vertical supporting embedded part bottom plate 21 along the circumferential direction of the vertical supporting upright columns 22, the vertical supporting embedded part reinforcing plates 24 increase the connecting strength of the vertical supporting upright columns 22 and the vertical supporting embedded part bottom plate 21, the vertical supporting embedded part reinforcing steel bars 23 penetrate into the bearing platform 1 and are bound with the bearing platform reinforcing steel bars 11, and the vertical supporting structure 2 is tightly connected with the bearing platform 1.
The top surface of the vertical supporting embedded part bottom plate 21 is flush with the top surface concrete of the bearing platform 1, and the top surface of the vertical supporting embedded part bottom plate 21 is flush with the top surface concrete of the bearing platform 1 to play a role in preventing rust.
The four vertical supporting columns 22 are distributed around the circumference of the pier body 5, the sufficient vertical supporting columns 22 increase the strength of the vertical supporting structure 2, and the vertical supporting embedded part stiffening plates 24 are connected with the vertical supporting columns 22 in a welding mode.
The buttress structure 3 is used for responding to horizontal thrust generated by steel beam pushing, the buttress structure 3 comprises a transverse supporting steel pipe 31, the diameter of the transverse supporting steel pipe 31 is preferably 500mm, the thickness of the transverse supporting steel pipe 31 is preferably 6mm, one end of the transverse supporting steel pipe 31 is fixedly connected with the pier body 5 through a buttress stiffening plate 32, the transverse supporting steel pipe 31, the buttress stiffening plate 32 and the pier body 5 are connected in a welding mode, and the other end of the transverse supporting steel pipe 31 is fixedly connected with the pier body 5 through a buttress climbing cone 33, a connecting plate 34 and a buttress sleeve 35.
The method is characterized in that a wall-supporting crawling cone 11 is arranged before a pier body 5 is poured in advance, one end of the wall-supporting crawling cone 33 penetrates into the pier body 5 and is connected with pier body steel bars, the other end of the wall-supporting crawling cone 33 is connected with one end of a connecting plate 34, the other end of the connecting plate 34 is connected with a wall-supporting sleeve 35, and the connecting plate 34 is connected with the wall-supporting sleeve 35 through bolts.
The diameter of the buttress sleeve 35 is slightly larger than that of the transverse support steel pipe 31, the transverse support steel pipe 31 is sleeved into the buttress sleeve 35 to realize clearance fit of the buttress sleeve and the transverse support steel pipe, the fine adjustment bolt is screwed after reaching a proper angle, and finally the connection part of the buttress sleeve 35 and the transverse support steel pipe 31 is welded.
The calculation shows that a certain prestress needs to be applied to the top of the bracket to resist the transverse impact force generated in the steel beam pushing process.
The prestress counter-pulling structure 4 improves the bearing capacity of a bracket beside the pushing pier, the prestress counter-pulling structure 4 comprises a transverse hollow steel pipe 41, one end of the transverse hollow steel pipe 41 is fixedly connected with the pier body 5 through a climbing cone, and the other end of the transverse hollow steel pipe 41 is fixedly connected with the vertical supporting upright post 22 through a transverse supporting stiffening plate 42 and a transverse supporting sleeve 43.
Lay prestressing force PVC pipeline 44 in the horizontal hollow steel pipe 41, prestressing force PVC pipeline 44 loops through vertical support post 22, horizontal hollow steel pipe 41 and pier shaft 5, vertical support post 22 keeps away from one side of horizontal hollow steel pipe 41 and lays stretch-draw anchor plate 45, the preferred 20 mm's of stretch-draw anchor plate 45 steel sheet is during the stiffener type steel member gos deep into vertical support post 22.
And C50 micro-expansion fine aggregate concrete is poured after the prestress tensioning is finished, namely C50 micro-expansion fine aggregate concrete 6 is poured at the top of the subsequent vertical supporting upright post 22, and C50 micro-expansion fine aggregate concrete 6 is poured to reduce the prestress loss and enhance the rigidity of the column cap of the vertical supporting upright post 22.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention; thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Although the reference numerals in the figures are used more here: 1-cushion cap, 2-vertical supporting structure, 3-counterfort structure, 4-prestress counter-pulling structure, 5-pier body, 6-C50 micro-expansion fine stone concrete 11-cushion cap reinforcing steel bar, 21-vertical supporting embedded part bottom plate, 22-vertical supporting upright post, 23-vertical supporting embedded part reinforcing steel bar, 24-vertical supporting embedded part stiffening plate, 31-transverse supporting steel pipe, 32-counterfort stiffening plate, 33-counterfort creeping cone, 34-connecting plate, 35-counterfort casing pipe, 41-transverse hollow steel pipe, 42-transverse supporting stiffening plate, 43-transverse supporting casing pipe, 44-prestress PVC pipeline, 45-tension anchor plate and other terms, but does not exclude the possibility of using other terms; these terms are used merely to more conveniently describe and explain the nature of the present invention; they are to be construed in a manner that is inconsistent with the spirit of the invention.
Claims (10)
1. The utility model provides a spacing limited oblique vertical top pushes away other support of mound which characterized in that: including cushion cap (1), pier body (5) are laid at cushion cap (1) middle part, and vertical support structure (2) are laid to ring pier body (5) outer lane, vertical support structure (2) are by cushion cap (1) to pier body (5) direction camber gradually, the one end of vertical support structure (2) is fixed on cushion cap (1), the other end of vertical support structure (2) is fixed on pier body (5) through prestressing force counter-pull structure (4), prestressing force still has laid between counter-pull structure (4), pier body (5) and has supported wall structure (3).
2. The space-limited inclined vertical pushing pier-side support as claimed in claim 1, wherein: vertical support structure (2) include vertical support built-in fitting bottom plate (21), install vertical support stand (22) in vertical support built-in fitting bottom plate (21) top, install vertical support built-in fitting reinforcing bar (23) in vertical support built-in fitting bottom plate (21) below, vertical support built-in fitting stiffening plate (24) that a plurality of vertical support built-in fitting that follow vertical support stand (22) circumference were laid in addition on vertical support built-in fitting bottom plate (21), vertical support built-in fitting reinforcing bar (23) are gone deep into in cushion cap (1) and are ligatured with cushion cap reinforcing bar (11).
3. The space-limited inclined vertical pushing pier-side support as claimed in claim 2, wherein: the top surface of the vertical supporting embedded part bottom plate (21) is flush with the concrete on the top surface of the bearing platform (1).
4. The space-limited inclined vertical type pushing pier-side support as claimed in claim 3, wherein: four vertical supporting columns (22) are arranged in a group in the circumferential direction around the pier body (5), and the vertical supporting embedded part stiffening plates (24) are connected with the vertical supporting columns (22) in a welding mode.
5. The space-limited inclined vertical pushing pier-side bracket as claimed in claim 4, wherein: the buttress structure (3) comprises a transverse supporting steel pipe (31), one end of the transverse supporting steel pipe (31) is fixedly connected with the pier body (5) through a buttress stiffening plate (32), and the other end of the transverse supporting steel pipe (31) is fixedly connected with the pier body (5) through a buttress climbing cone (33), a connecting plate (34) and a buttress sleeve (35).
6. The space-limited inclined vertical pushing pier-side bracket as claimed in claim 5, wherein: one end of the wall-supporting crawling cone (33) penetrates into the interior of the pier body (5) and is connected with pier body steel bars, the other end of the wall-supporting crawling cone (33) is connected with one end of a connecting plate (34), and the other end of the connecting plate (34) is connected with a wall-supporting sleeve (35).
7. The space-limited inclined vertical pushing pier-side bracket as claimed in claim 6, wherein: the diameter of the buttress sleeve (35) is larger than that of the transverse supporting steel pipe (31), the transverse supporting steel pipe (31) is sleeved in the buttress sleeve (35) to realize clearance fit of the buttress sleeve and the transverse supporting steel pipe, and the buttress sleeve (35) and the transverse supporting steel pipe (31) are connected through welding.
8. The space-constrained inclined pushing beside-pier support as claimed in claim 7, wherein: the prestress split structure (4) comprises a transverse hollow steel pipe (41), one end of the transverse hollow steel pipe (41) is fixedly connected with the pier body (5) through a climbing cone, and the other end of the transverse hollow steel pipe (41) is fixedly connected with the vertical supporting upright post (22) through a transverse supporting stiffening plate (42) and a transverse supporting sleeve (43).
9. The space-constrained inclined pushing beside-pier support as claimed in claim 8, wherein: laying prestressing force PVC pipeline (44) in horizontal hollow steel pipe (41), prestressing force PVC pipeline (44) loop through vertical support post (22), horizontal hollow steel pipe (41) and pier shaft (5), stretch-draw anchor slab (45) are laid to one side that horizontal hollow steel pipe (41) was kept away from in vertical support post (22), stretch-draw anchor slab (45) are deepened in vertical support post (22).
10. The space-constrained inclined pushing beside-pier support as claimed in claim 9, wherein: c50 micro-expansion fine aggregate concrete (6) is poured on the top of the vertical supporting upright post (22).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221413917.0U CN217438694U (en) | 2022-06-08 | 2022-06-08 | Inclined vertical pushing pier side support with limited space |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221413917.0U CN217438694U (en) | 2022-06-08 | 2022-06-08 | Inclined vertical pushing pier side support with limited space |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217438694U true CN217438694U (en) | 2022-09-16 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202221413917.0U Active CN217438694U (en) | 2022-06-08 | 2022-06-08 | Inclined vertical pushing pier side support with limited space |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217438694U (en) |
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2022
- 2022-06-08 CN CN202221413917.0U patent/CN217438694U/en active Active
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