CN207032011U - A kind of assembled steel tube constrains reinfored concrete line frame bridge pier - Google Patents
A kind of assembled steel tube constrains reinfored concrete line frame bridge pier Download PDFInfo
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- CN207032011U CN207032011U CN201621268132.3U CN201621268132U CN207032011U CN 207032011 U CN207032011 U CN 207032011U CN 201621268132 U CN201621268132 U CN 201621268132U CN 207032011 U CN207032011 U CN 207032011U
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Abstract
A kind of assembled steel tube constraint reinfored concrete line frame bridge pier disclosed in the utility model is that bent cap, steel tube confinement reinforced column, corrugated web beam are prefabricated in the factory, and inside and outside ring flat-plate is welded with steel tube confinement reinforced column, bent cap is attached with steel tube confinement reinforced column and basis by way of grouting, and corrugated web beam can use solder design and bolt connection with post.Assembled steel tube constraint reinfored concrete line frame bridge pier in the utility model, which has, makes full use of the strength of materials, and fire-resistance anti-seismic performance is good, it is good in economic efficiency the advantages that.The utility model uses fabricated construction, have the advantages that speed of application is fast, construction quality is high, construction environment improvement, working condition improvement, energy resource saving, cost savings.
Description
Technical field
The utility model belongs to a kind of bridge structure component, more particularly to assembled steel tube constraint reinfored concrete line frame bridge
Pier and mounting process.
Background technology
Steel tube confinement armored concrete is the fill concrete in thin-wall steel tube, and steel pipe does not directly take on external loads, and
A kind of combined member of effect of contraction is mainly played to core concrete.Steel tube confinement reinforced column high capacity, antidetonation and
Fire resistance is superior, can make full use of the intensity of high-strength steel and concrete.When steel tube confinement reinforced concrete member Covered with Angles
Manage for it is circular when, steel pipe constrains core concrete uniform, can make full use of the tensile strength of steel pipe, economic benefit is good.Mesh
Preceding China just progressively promotes building industrialization, and industrialized building is not only with speed of application is fast, construction quality is high, construction environment changes
The advantages that kind, and meet sustainable development requirement.Assembled steel tube constraint reinforcing bar is proposed according to industrialized building feature to mix
Coagulate native framed bent bridge pier.
Utility model content
In order to promote novel fabricated steel tube confinement reinforced concrete structure in bridge structure, its structural mechanics is played
Energy advantage, makes full use of material and reduces materials'use amount, improves economic performance, accelerating construction progress etc., the utility model carries
A kind of assembled steel tube constraint reinfored concrete line frame bridge pier is supplied.
To realize that the technical scheme that the utility model purpose uses is such, a kind of assembled steel tube constraint reinforcing bar mixes
Coagulate native framed bent bridge pier, it is characterised in that:Including the bent cap G, steel tube confinement reinforced concrete knoll D1 and D2 and ripple being prefabricated in the factory
Line web beam L, and the foundation 12 of site operation.
The steel tube confinement reinforced concrete knoll D1 is identical with steel tube confinement reinforced concrete knoll D2 structures, from top to bottom according to
It is secondary：A sections are pier bottom arrangement of reinforcement section, B sections are unreinforced section, C sections are pier top arrangement of reinforcement section.It includes：The A section concretes being prefabricated in the factory
Post 1, B section concretes post 10 and C section concretes post 100.
The outsourcing A sections steel pipe 2 of A section concretes post 1.The lower surface of the A section concretes post 1 has the He of pier bottom groove 8
Grout sleeve 6.
When the pier bottom groove 8 is prefabricated A section concretes post 1, formed in the prefabricated lower surface of A section concretes post 1 center
One centre bore.Several described grout sleeves 6 are embedded in prefabricated A section concretes post 1, and each grout sleeve 6 is opened
Mouth is located at the lower surface of prefabricated A section concretes post 1.
The outer surface of the A sections steel pipe 2 has several holes 11.The outer surface of these holes 11 connection A sections steel pipe 2 with
The side grout outlet of grout sleeve 6.
The foundation 12 is by concreting, its internal pre-buried some A sections longitudinal reinforcements 4 and shaped steel shear key 3.
Foundation is connected to below steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
The join domain of 12 upper surfaces.
The join domain of the upper surface of foundation 12 forms as follows：Expose foundation in the upper end of A sections longitudinal reinforcement 4
12 upper surface.The upper surface of foundation 12 is also exposed in the upper end of the shaped steel shear key 3, and is in the A sections longitudinal direction steel
In the region that muscle 4 surrounds.Grout lines 10 are reserved in foundation 12.
When the steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete knoll D2 quilt of A section concretes post 1
When being lifted into the join domain of the foundation 12, the lower end and the upper surface of the foundation 12 of the A sections steel pipe 2 connect
Touch.There is gap between the A section concretes post 1 and the upper surface of the foundation 12.The A sections longitudinal reinforcement 4 it is upper
End is stretched into described grout sleeve 6.The upper end of the shaped steel shear key 3 is stretched into pier bottom groove 8.The grout lines 10
One end mouth of pipe is covered by A section concretes post 1, the other end mouth of pipe is not covered by A section concretes post 1.
A is poured into the space between A section concretes post 1 and foundation 12 by described hole 11 and grout lines 10
Section grouting material 7.The inside of A section concretes post 1 has muscle cage.
The outsourcing of B section concretes post 10 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
B sections steel pipe 20.The inside unreinforced of B section concretes post 10.The lower end outer surface of the B sections steel pipe 20 is welded with some otic placodes
14.The upper end outer surface of A sections steel pipe 2 is equally welded with some otic placodes 14.By junction steel plate 13, by A sections steel pipe 2 and B sections
The otic placode 14 of steel pipe 20 links together.Gap between the B section concretes post 10 and A section concretes post 1 has the grouting of B sections
Material 70.The B sections grouting material 70 is irrigated by the through hole on the tube wall of B sections steel pipe 20.
Outside the C section concretes post 100 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
Wrap C sections steel pipe 200.The upper surface of the C section concretes post 100 has pier top groove 800 and grout sleeve 600.
When the pier top groove 800 is prefabricated C section concretes post 100, in the prefabricated upper face center of C section concretes post 100
The centre bore formed.Several described grout sleeves 600 are embedded in prefabricated C section concretes post 100, and each is in the milk
The opening of sleeve 600 is positioned at the upper surface of prefabricated C section concretes post 100.
The outer surface of the C sections steel pipe 200 has several holes 110.Outside these holes 110 connection C sections steel pipe 200
Surface and the side grout outlet of grout sleeve 600.
The bent cap G is by concreting, its internal pre-buried some C sections longitudinal reinforcements 400 and shaped steel shear key 300.
Bent cap G following tables are connected to above steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
The join domain in face.
The join domain of the bent cap G lower surfaces forms as follows：Expose bent cap G following table in C section longitudinal reinforcements G4 lower end
Face.Bent cap G lower surface is also exposed in the lower end of the shaped steel shear key G3, and in the area that the C sections longitudinal reinforcement G4 surrounds
In domain.Grout lines G10 is reserved in the bent cap G.
When the bent cap G is lifted into above steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete knoll D2
When, the upper end of the C sections steel pipe 200 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2 with it is described
Bent cap G join domain contact.There is gap between the C section concretes post 100 and the upper surface of the bent cap G.The C sections
Longitudinal reinforcement G4 lower end is stretched into described grout sleeve 600.Pier top groove is stretched into the lower end of the shaped steel shear key 300
In 800.One end mouth of pipe of the grout lines G10 is covered by C section concretes post 100, the other end mouth of pipe is not by C section concretes
Post 100 covers.
Poured into by described hole G11 and grout lines G10 to the space between C section concretes post 100 and bent cap G
Slurry G7.
There is muscle cage in the C sections and A section concretes post 100.If the lower end outer surface of the C sections steel pipe 200 is welded with
Dry otic placode 14.The upper end outer surface of B sections steel pipe 20 is equally welded with some otic placodes 14.By junction steel plate 13, by B section steel pipes
The otic placode 14 of 20 and C sections steel pipe 200 links together.Gap between the C section concretes post 100 and B section concretes post 10
With C sections grouting material 700.The C sections grouting material 700 is irrigated by the through hole on the tube wall of C sections steel pipe 200.
The B section concretes post 10 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2 is respective
It is welded with two ring flat-plate groups.Each ring flat-plate group includes inner ring plate and outer ring plate.The inner ring plate is welded in B sections steel pipe 20
Portion, its outer shroud are connected with the inwall of B sections steel pipe 20.The outer ring plate is welded on outside B sections steel pipe 20, its outer shroud and B section steel
The outer wall connection of pipe 20.The inner ring plate and outer ring plate of same ring flat-plate group are in same plane.
And lower flange.The top flange and lower flange are parallel to each other, and are connected by corrugated web therebetween.The ripple
Web beam L is erected at the B section concrete posts of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
Between 10.Pass through high-strength bolt so that corrugated web beam L both ends are connected with the outer ring plate of B sections steel pipe 20.
Further, A sections steel pipe 2, B sections steel pipe 20 and C sections steel pipe 200 are welded by clod wash, using Q235 steel, Q345
Steel, Q390 steel or Q420 steel are made.
Further, the muscle cage of A sections and C sections uses HRB335, HRB400, RRB400 or HRB500 reinforcing bar
Further, shaped steel shear key 3 and shaped steel the shear key G3 using Q235 steel, Q345 steel, Q390 steel or
Q420 steel are made.
Further, corrugated web beam L uses sine bellows or circular arc ripple, material using Q235 steel, Q345 steel,
Q390 steel or Q420 steel.
Further, node bolt connecting structure includes gusset plate L5 and high-strength bolt L6, gusset plate L5 upper and lower side difference
With two pieces of outer shroud plate welds in same B sections steel pipe 20, corrugated web beam L both ends and gusset plate L5 pass through high-strength bolt
L6 connections.
Further, the high-strength bolt 6 uses 8.8 grades and 10.9 grades of High-strength Bolts In Bearing-type Connections.
To the effect that assembled steel tube of the present utility model constrains reinfored concrete line frame bridge pier, and its construction technology.
To the effect that assembled steel tube of the present utility model constrains reinfored concrete line frame bridge pier.
The utility model proposes assembled steel tube constraint reinfored concrete line frame bridge pier there are following advantages：
1. solid steel tube constrains reinforced concrete circular post, the strength of materials can be made full use of, fire-resistance anti-seismic performance is good, economical
It is profitable etc..
2. fabricated construction, with speed of application is fast, construction quality is high, construction environment improves, working condition improves, resource
The advantages that energy conservation, cost savings.
3. assembled steel tube constraint reinfored concrete line frame bridge pier is connected by corrugated web beam, corrugated web beam and common
Beam, using corrugated web beam, can be such that web thickness reduces and nothing compared to having the advantages that high capacity, the good, convenient transportation of rigidity
Ribbed stiffener is needed to prevent local buckling, high financial profit.
4. framed bent bridge pier can provide bigger bridge height and bridge floor area relative to common bridge pier, application is wider.
Brief description of the drawings
Fig. 1 assembled steel tubes constrain reinfored concrete line frame bridge pier elevation
Fig. 2 steel tube confinement reinforced concrete knolls D1/D2 elevation；
Fig. 3 is Fig. 2 2-2 sectional views；
Fig. 4 is Fig. 2 3-3 sectional views；
Fig. 5 is A sections and foundation connection diagram；
Fig. 6 is the schematic diagram that C sections are connected with bent cap；
Fig. 7 is the schematic diagram of A, B section connection；
Fig. 8 is the schematic diagram of B, C section connection.
Embodiment
With reference to embodiment, the utility model is described in further detail, but should not be construed the above-mentioned master of the utility model
Topic scope is only limitted to following embodiments.It is common according to this area in the case where not departing from the above-mentioned technological thought of the utility model
Technological know-how and customary means, various replacements and change are made, all should be included in the scope of protection of the utility model.
A kind of assembled steel tube constrains reinfored concrete line frame bridge pier, it is characterised in that:Including the bent cap being prefabricated in the factory
G, steel tube confinement reinforced concrete knoll D1 and D2 and corrugated web beam L, and the foundation 12 of site operation.
The steel tube confinement reinforced concrete knoll D1 is identical with steel tube confinement reinforced concrete knoll D2 structures, from top to bottom according to
It is secondary：A sections are pier bottom arrangement of reinforcement section, B sections are unreinforced section, C sections are pier top arrangement of reinforcement section.It includes：The A section concretes being prefabricated in the factory
Post 1, B section concretes post 10 and C section concretes post 100.
The outsourcing A sections steel pipe 2 of A section concretes post 1.The lower surface of the A section concretes post 1 has the He of pier bottom groove 8
Grout sleeve 6.
When the pier bottom groove 8 is prefabricated A section concretes post 1, formed in the prefabricated lower surface of A section concretes post 1 center
One centre bore.Several described grout sleeves 6 are embedded in prefabricated A section concretes post 1, and each grout sleeve 6 is opened
Mouth is located at the lower surface of prefabricated A section concretes post 1.
The outer surface of the A sections steel pipe 2 has several holes 11.The outer surface of these holes 11 connection A sections steel pipe 2 with
The side grout outlet of grout sleeve 6.
The foundation 12 is by concreting, its internal pre-buried some A sections longitudinal reinforcements 4 and shaped steel shear key 3.
Foundation is connected to below steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
The join domain of 12 upper surfaces.
The join domain of the upper surface of foundation 12 forms as follows：Expose foundation in the upper end of A sections longitudinal reinforcement 4
12 upper surface.The upper surface of foundation 12 is also exposed in the upper end of the shaped steel shear key 3, and is in the A sections longitudinal direction steel
In the region that muscle 4 surrounds.Grout lines 10 are reserved in foundation 12.
When the steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete knoll D2 quilt of A section concretes post 1
When being lifted into the join domain of the foundation 12, the lower end and the upper surface of the foundation 12 of the A sections steel pipe 2 connect
Touch.There is gap between the A section concretes post 1 and the upper surface of the foundation 12.The A sections longitudinal reinforcement 4 it is upper
End is stretched into described grout sleeve 6.The upper end of the shaped steel shear key 3 is stretched into pier bottom groove 8.The grout lines 10
One end mouth of pipe is covered by A section concretes post 1, the other end mouth of pipe is not covered by A section concretes post 1.
A is poured into the space between A section concretes post 1 and foundation 12 by described hole 11 and grout lines 10
Section grouting material 7.The inside of A section concretes post 1 has muscle cage.
The outsourcing of B section concretes post 10 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
B sections steel pipe 20.The inside unreinforced of B section concretes post 10.The lower end outer surface of the B sections steel pipe 20 is welded with some otic placodes
14.The upper end outer surface of A sections steel pipe 2 is equally welded with some otic placodes 14.By junction steel plate 13, by A sections steel pipe 2 and B sections
The otic placode 14 of steel pipe 20 links together.Gap between the B section concretes post 10 and A section concretes post 1 has the grouting of B sections
Material 70.The B sections grouting material 70 is irrigated by the through hole on the tube wall of B sections steel pipe 20.
Outside the C section concretes post 100 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
Wrap C sections steel pipe 200.The upper surface of the C section concretes post 100 has pier top groove 800 and grout sleeve 600.
When the pier top groove 800 is prefabricated C section concretes post 100, in the prefabricated upper face center of C section concretes post 100
The centre bore formed.Several described grout sleeves 600 are embedded in prefabricated C section concretes post 100, and each is in the milk
The opening of sleeve 600 is positioned at the upper surface of prefabricated C section concretes post 100.
The outer surface of the C sections steel pipe 200 has several holes 110.Outside these holes 110 connection C sections steel pipe 200
Surface and the side grout outlet of grout sleeve 600.
The bent cap G is by concreting, its internal pre-buried some C sections longitudinal reinforcements 400 and shaped steel shear key 300.
Bent cap G following tables are connected to above steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
The join domain in face.
The join domain of the bent cap G lower surfaces forms as follows：Expose bent cap G following table in C section longitudinal reinforcements G4 lower end
Face.Bent cap G lower surface is also exposed in the lower end of the shaped steel shear key G3, and in the area that the C sections longitudinal reinforcement G4 surrounds
In domain.Grout lines G10 is reserved in the bent cap G.
When the bent cap G is lifted into above steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete knoll D2
When, the upper end of the C sections steel pipe 200 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2 with it is described
Bent cap G join domain contact.There is gap between the C section concretes post 100 and the upper surface of the bent cap G.The C sections
Longitudinal reinforcement G4 lower end is stretched into described grout sleeve 600.Pier top groove is stretched into the lower end of the shaped steel shear key 300
In 800.One end mouth of pipe of the grout lines G10 is covered by C section concretes post 100, the other end mouth of pipe is not by C section concretes
Post 100 covers.
Poured into by described hole G11 and grout lines G10 to the space between C section concretes post 100 and bent cap G
Slurry G7.
There is muscle cage in the C sections and A section concretes post 100.If the lower end outer surface of the C sections steel pipe 200 is welded with
Dry otic placode 14.The upper end outer surface of B sections steel pipe 20 is equally welded with some otic placodes 14.By junction steel plate 13, by B section steel pipes
The otic placode 14 of 20 and C sections steel pipe 200 links together.Gap between the C section concretes post 100 and B section concretes post 10
With C sections grouting material 700.The C sections grouting material 700 is irrigated by the through hole on the tube wall of C sections steel pipe 200.
The B section concretes post 10 of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2 is respective
It is welded with two ring flat-plate groups.Each ring flat-plate group includes inner ring plate and outer ring plate.The inner ring plate is welded in B sections steel pipe 20
Portion, its outer shroud are connected with the inwall of B sections steel pipe 20.The outer ring plate is welded on outside B sections steel pipe 20, its outer shroud and B section steel
The outer wall connection of pipe 20.The inner ring plate and outer ring plate of same ring flat-plate group are in same plane.
And lower flange.The top flange and lower flange are parallel to each other, and are connected by corrugated web therebetween.The ripple
Web beam L is erected at the B section concrete posts of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
Between 10.Pass through high-strength bolt so that corrugated web beam L both ends are connected with the outer ring plate of B sections steel pipe 20.
Claims (7)
1. a kind of assembled steel tube constrains reinfored concrete line frame bridge pier, it is characterised in that:Including be prefabricated in the factory bent cap G,
Steel tube confinement reinforced concrete knoll D1 and D2 and corrugated web beam L, and the foundation (12) of site operation；
The steel tube confinement reinforced concrete knoll D1 is identical with steel tube confinement reinforced concrete knoll D2 structures, from top to bottom successively：A
Section is pier bottom arrangement of reinforcement section, B sections are unreinforced section, C sections are pier top arrangement of reinforcement section；It includes：The A section concrete posts being prefabricated in the factory
(1), B section concretes post (10) and C section concretes post (100)；
A section concretes post (1) the outsourcing A sections steel pipe (2)；The lower surface of the A section concretes post (1) has pier bottom groove
And grout sleeve (6) (8)；
When the pier bottom groove (8) is prefabricated A section concretes post (1), formed in prefabricated A section concretes post (1) lower surface center
A centre bore；Several described grout sleeves (6) are embedded in prefabricated A section concretes post (1), and each grout sleeve
(6) opening is located at the lower surface of prefabricated A section concretes post (1)；
The outer surface of the A sections steel pipe (2) has several holes (11)；The appearance of these holes (11) connection A sections steel pipe (2)
Face and the side grout outlet of grout sleeve (6)；
The foundation (12) is by concreting, its internal pre-buried some A sections longitudinal reinforcement (4) and shaped steel shear key I
(3)；
Foundation (12) is connected to below steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
The join domain of upper surface；
The join domain of foundation (12) upper surface forms as follows：Expose foundation in the upper end of A sections longitudinal reinforcement (4)
(12) upper surface；The upper surface of foundation (12) is also exposed in the upper end of the shaped steel shear key I (3), and is in the A sections
In the region that longitudinal reinforcement (4) surrounds；Grout lines (G10) are reserved in foundation (12)；
When the steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete knoll D2 A section concretes post (1) are hung
When being attached to the join domain of the foundation (12), the lower end of the A sections steel pipe (2) and the upper table of the foundation (12)
Face contacts；There is gap between the upper surface of the A section concretes post (1) and the foundation (12)；The A sections longitudinal direction steel
The upper end of muscle (4) is stretched into described grout sleeve (6)；The upper end of the shaped steel shear key I (3) is stretched into pier bottom groove (8)；
One end mouth of pipe of the grout lines (G10) is covered by A section concretes post (1), the other end mouth of pipe is not by A section concrete posts
(1) cover；
By described hole (11) and grout lines (G10) to the space between A section concretes post (1) and foundation (12)
Pour into A sections grouting material (7)；There is muscle cage inside the A section concretes post (1)；
B section concretes post (10) outsourcing B of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
Duan Gangguan (20)；The internal unreinforced of the B section concretes post (10)；The B sections steel pipe (20) if lower end outer surface be welded with
Dry otic placode (14)；A sections steel pipe (2) the upper end outer surface is equally welded with some otic placodes (14)；, will by junction steel plate (13)
The otic placode (14) of A sections steel pipe (2) and B sections steel pipe (20) links together；The B section concretes post (10) and A section concrete posts
(1) gap between has B sections grouting material (70)；The B sections grouting material (70) is by the through hole on B sections steel pipe (20) tube wall
Perfusion；
C section concretes post (100) outsourcing C of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
Duan Gangguan (200)；The upper surface of the C section concretes post (100) has pier top groove (800) and grout sleeve (600)；
When the pier top groove (800) is prefabricated C section concretes post (100), in prefabricated C section concretes post (100) upper surface
Entreat the centre bore formed；Several described grout sleeves (600) are embedded in prefabricated C section concretes post (100), and each
The opening of individual grout sleeve (600) is located at the upper surface of prefabricated C section concretes post (100)；
The outer surface of the C sections steel pipe (200) has several holes (110)；These holes (110) connection C sections steel pipe (200)
Outer surface and grout sleeve (600) side grout outlet；
The bent cap G is by concreting, its internal pre-buried some C sections longitudinal reinforcement (400) and shaped steel shear key (300)；
Bent cap G lower surfaces are connected to above steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
Join domain；
The join domain of the bent cap G lower surfaces forms as follows：Expose bent cap G lower surface in the lower end of C sections longitudinal reinforcement (G4)；
Bent cap G lower surface is also exposed in the lower end of the shaped steel shear key II (G3), and surrounded in the C sections longitudinal reinforcement (G4)
In region；Grout lines (G10) are reserved in the bent cap G；
When the bent cap G is lifted into steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete knoll D2 tops,
The upper end of the C sections steel pipe (200) of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2 with it is described
Bent cap G join domain contact；There is gap between the C section concretes post (100) and the upper surface of the bent cap G；The C
The lower end of section longitudinal reinforcement (G4) is stretched into described grout sleeve (600)；Pier is stretched into the lower end of the shaped steel shear key (300)
Push up in groove (800)；One end mouth of pipe of the grout lines (G10) is covered by C section concretes post (100), the other end mouth of pipe
Do not covered by C section concretes post (100)；
Poured into by described hole (G11) and grout lines (G10) to the space between C section concretes post (100) and bent cap G
Grouting material (G7)；
There is muscle cage in the C sections and A section concretes post (1)；The lower end outer surface of the C sections steel pipe (200) is welded with some
Otic placode (14)；B sections steel pipe (20) the upper end outer surface is equally welded with some otic placodes (14)；By junction steel plate (13), by B
The otic placode (14) of Duan Gangguan (20) and C sections steel pipe (200) links together；The C section concretes post (100) and B section concretes
Gap between post (10) has C sections grouting material (700)；The C sections grouting material (700) is by C sections steel pipe (200) tube wall
Through hole perfusion；
B section concretes post (10) each self-brazing of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
It is connected to two ring flat-plate groups；Each ring flat-plate group includes inner ring plate and outer ring plate；The inner ring plate is welded in B sections steel pipe (20)
Portion, its outer shroud are connected with the inwall of B sections steel pipe (20)；The outer ring plate is welded on B sections steel pipe (20) outside, its outer shroud and B
Duan Gangguan (20) outer wall connection；The inner ring plate and outer ring plate of same ring flat-plate group are in same plane；
Top flange and lower flange are parallel to each other, and are connected by corrugated web therebetween, composition corrugated web beam L；The ripple
Web beam L is erected at the B section concrete posts of steel tube confinement reinforced concrete knoll D1 and steel tube confinement reinforced concrete the knoll D2
(10) between；Pass through high-strength bolt so that corrugated web beam L both ends are connected with the outer ring plate of B sections steel pipe (20).
A kind of 2. assembled steel tube constraint reinfored concrete line frame bridge pier according to claim 1, it is characterised in that：A sections
Steel pipe (2), B sections steel pipe (20) and C sections steel pipe (200) are welded by clod wash, using Q235 steel, Q345 steel, Q390 steel
Material or Q420 steel are made.
A kind of 3. assembled steel tube constraint reinfored concrete line frame bridge pier according to claim 1, it is characterised in that：A sections
HRB335, HRB400, RRB400 or HRB500 reinforcing bar are used with the muscle cage of C sections.
A kind of 4. assembled steel tube constraint reinfored concrete line frame bridge pier according to claim 1, it is characterised in that：It is described
Shaped steel shear key I (3) and shaped steel shear key II (G3) is made of Q235 steel, Q345 steel, Q390 steel or Q420 steel.
5. assembled steel tube according to claim 1 constrains reinfored concrete line frame bridge pier, it is characterised in that：Corrugated web
Beam L uses sine bellows or circular arc ripple, and material uses Q235 steel, Q345 steel, Q390 steel or Q420 steel.
6. assembled steel tube according to claim 1 constrains reinfored concrete line frame bridge pier, it is characterised in that：Node bolt
Connecting structure includes gusset plate (L5) and high-strength bolt (L6), the upper and lower side of gusset plate (L5) respectively with same B sections steel
Two pieces of outer shroud plate welds of (20) are managed, corrugated web beam L both ends are connected with gusset plate (L5) by high-strength bolt (L6).
7. assembled steel tube according to claim 6 constrains reinfored concrete line frame bridge pier, it is characterised in that：It is described high-strength
Bolt (L6) uses 8.8 grades and 10.9 grades of High-strength Bolts In Bearing-type Connections.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621268132.3U CN207032011U (en) | 2016-11-23 | 2016-11-23 | A kind of assembled steel tube constrains reinfored concrete line frame bridge pier |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621268132.3U CN207032011U (en) | 2016-11-23 | 2016-11-23 | A kind of assembled steel tube constrains reinfored concrete line frame bridge pier |
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| CN207032011U true CN207032011U (en) | 2018-02-23 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201621268132.3U Withdrawn - After Issue CN207032011U (en) | 2016-11-23 | 2016-11-23 | A kind of assembled steel tube constrains reinfored concrete line frame bridge pier |
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| CN (1) | CN207032011U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108086135A (en) * | 2016-11-23 | 2018-05-29 | 重庆市中科大业建筑科技有限公司 | A kind of assembled steel tube constrains reinfored concrete line frame bridge pier |
| CN115110404A (en) * | 2022-07-28 | 2022-09-27 | 西南交通大学 | Bridge bent frame pier column-tie beam restorable node based on bent steel plate energy consumption |
-
2016
- 2016-11-23 CN CN201621268132.3U patent/CN207032011U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108086135A (en) * | 2016-11-23 | 2018-05-29 | 重庆市中科大业建筑科技有限公司 | A kind of assembled steel tube constrains reinfored concrete line frame bridge pier |
| CN108086135B (en) * | 2016-11-23 | 2023-10-13 | 重庆市中科大业建筑科技有限公司 | Assembled steel pipe constraint reinforced concrete bent bridge pier |
| CN115110404A (en) * | 2022-07-28 | 2022-09-27 | 西南交通大学 | Bridge bent frame pier column-tie beam restorable node based on bent steel plate energy consumption |
| CN115110404B (en) * | 2022-07-28 | 2023-04-25 | 西南交通大学 | Bridge bent pier column-tie beam recoverable joint based on energy consumption of bent steel plates |
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