CN208563564U - High-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure - Google Patents
High-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure Download PDFInfo
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- CN208563564U CN208563564U CN201821161797.3U CN201821161797U CN208563564U CN 208563564 U CN208563564 U CN 208563564U CN 201821161797 U CN201821161797 U CN 201821161797U CN 208563564 U CN208563564 U CN 208563564U
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Abstract
The utility model discloses high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structures, including steel core concrete column, girder with rolled steel section en cased in concrete and ring beam；Steel core concrete column includes concrete filled steel tube upper prop, concrete filled steel tube lower prop and Concrete-filled tubular connections column, is provided with four-bladed vane and eight scoreboards in concrete filled steel tube upper prop bottom section；Concrete-filled tubular connections column outer wall is provided with outer ring plate, and girder with rolled steel section en cased in concrete top flange and lower flange are docked with outer ring plate respectively；The web of girder with rolled steel section en cased in concrete is connect with Concrete-filled tubular connections column；Inner ring plate, internal partition and inside floor are provided in Concrete-filled tubular connections column；The node structure can effectively reduce the upward column transmitting of axle power in column, beam internal shear force by inner ring plate, internal partition, inside floor and transmit to Vierendeel girder, and node structure is after structural column failure is stablized, inner ring plate, on the inside of internal partition floor can effectively axle power, moment of flexure in transfer beams, it is effective to improve the anti-fall performance of collapsing of structure.
Description
Technical field
The utility model relates to technical field of civil engineering, and in particular to high-speed rail station steel core concrete column-fashioned iron coagulation
Native girder connection structure.
Background technique
Modern overhead station be usually greatly across frame structure, rail layer structural column frequently with concrete filled steel tube, when
When train generation derailing hits overhead station structure, it is more likely that the collapsing of station can be caused, so that great personnel be caused to hurt
It dies and property loss, and station central sill Column border node, as the power transmission hinge between station component, it can transmit the structure between beam column
Internal force and constraint is provided for beam column component, there is great influence to the bearing capacity of beam column, it will also be after by train percussion
Ensure that structure does not collapse or brittle break, thus the shock resistance of joint structure is studied it is particularly significant, but in existing research
It is very deficient to research of the Concrete-filled tubular connections in terms of by high speed lateral impact.
Structural form of the steel tube concrete beam and column node based on beam, is generally divided into steel core concrete column-reinforced beam
Node and steel core concrete column-steel beam joint.And steel reinforced concrete places fashioned iron, therefore steel pipe in armored concrete
Concrete column-steel reinforced concrete girder connection connection type is composed of above two joint form.
Existing form of architecture joints is mainly by the way that node, three aspects are studied under earthquake, fire, percussion
It arrives, and percussion only includes blast impulse and T shape tubular joint master, the branch pipe effect of being hit, and to node by relative to certainly
The tectonic cycle period of the sufficiently bulky objects at high speed lateral impact of body is not directed to.Since node is significantly changed by external force form
Become, therefore existing form of architecture joints is not able to satisfy the anti-train percussion performance of node in overhead station.It is impacted in train
It easily collapses after effect or brittle break.
Utility model content
The purpose of this utility model is to provide a kind of high-speed rail station steel core concrete column-steel reinforced concrete girder connection knots
Structure is not able to satisfy anti-train percussion performance to solve the problems, such as in the form of existing node structure in existing overhead station.
The technical solution that the utility model solves above-mentioned technical problem is as follows: high-speed rail station steel core concrete column-fashioned iron is mixed
Solidifying soil girder connection structure, the girder with rolled steel section en cased in concrete circumferentially divided equally including steel core concrete column, along steel core concrete column and setting
Ring beam between steel core concrete column and girder with rolled steel section en cased in concrete；
Steel core concrete column include concrete filled steel tube upper prop, concrete filled steel tube lower prop and be located at concrete filled steel tube upper prop and
Concrete-filled tubular connections column between concrete filled steel tube lower prop,
The Concrete-filled tubular connections column outer wall is provided with corresponding with girder with rolled steel section en cased in concrete top flange and lower flange
Outer ring plate, and the girder with rolled steel section en cased in concrete top flange and lower flange are docked with outer ring plate respectively；The abdomen of the girder with rolled steel section en cased in concrete
Plate is connect with Concrete-filled tubular connections column；
It is provided with inner ring plate, internal partition and inside floor in the Concrete-filled tubular connections column, the inner ring plate and outer
Ring flat-plate is in the same plane and is coaxially disposed, and the outer ring plate docked with girder with rolled steel section en cased in concrete top flange is arranged in the internal partition
Between the outer ring plate of lower flange docking；The inside floor and internal partition and inner ring plate are vertical, and the inside floor with
Steel beam web plate is in the same plane.
Further, four-bladed vane and eight scoreboards, and the four-bladed vane and eight scoreboards are provided in the concrete filled steel tube upper prop
Coaxial arrangement；
Further, the four-bladed vane and eight scoreboard tops are provided with the plate that binds；
Further, the Concrete-filled tubular connections column outer wall is provided with peg.
Further, stiffener is connected between the girder with rolled steel section en cased in concrete and ring beam.
Further, the inner ring plate and outer ring plate consistency of thickness.
The utility model has the following beneficial effects: high-speed rail station steel core concrete column-type provided by the utility model
The connection type of steel concrete girder connection structure, Frame Joints of Concrete-Filled Steel Tube outer annular-stiffer formula can effectively improve node impact resistance
Energy；Inner ring plate, internal partition, inside floor can effectively reduce the transmitting of the upward column of axle power in column, beam internal shear force is set a roof beam in place biography to adjacent frame
It passs；For node after structural column failure is stablized, inner ring plate, internal partition, inside floor can effectively axle power, moment of flexure and sections in transfer beams
Point displacement reduces high-speed rail station steel core concrete column-steel reinforced concrete girder connection by train percussion process interior joint core
Heart district is hit the influence of effect；Node destruction mode final after being impacted by train is cut with outer ring plate intersection
It is disconnected, and it is smaller on the influence of node beam-to-column joint core space, it ensure that node can work on, improve the node shock resistance and resist
Collapse performance；Guarantee node be hit act on posterior nodal point beam column Internal Force Redistribution after reach stable state, and station structure does not produce
Life is collapsed.
Detailed description of the invention
Fig. 1 is the utility model schematic cross-sectional view；
Fig. 2 is schematic diagram in A-A direction in Fig. 1；
Fig. 3 is each steel plateelement structural schematic diagram in the utility model；
Fig. 4 a is the utility model central sill sectional position schematic diagram；
Fig. 4 b is the utility model interior joint column section position view；
Fig. 5 a is A node girder steel and joint cores internal steel structural stress schematic diagram；
Fig. 5 b is E node girder steel and joint cores internal steel structural stress schematic diagram；
Fig. 6 a is that A node is reinforcing bar axial stress schematic diagram in girder steel and in ring beam；
Fig. 6 b is that E node is reinforcing bar axial stress schematic diagram in girder steel and in ring beam；
Fig. 7 a is plastic strain contrast schematic diagram inside A node girder steel and joint cores；
Fig. 7 b is plastic strain contrast schematic diagram inside E node girder steel and joint cores；
Fig. 8 a is column section axle power contrast schematic diagram at the joint cores at the section 1 of node A-E；
Fig. 8 b is column section axle power contrast schematic diagram at the joint cores at the section 2 of node A-E；
Fig. 8 c is column section axle power contrast schematic diagram at the joint cores at the section 3 of node A-E；
Fig. 9 a is axle power contrast schematic diagram in beam at the section 1 of node A-E；
Fig. 9 b is axle power contrast schematic diagram in beam at the section 2 of node A-E；
Fig. 9 c is axle power contrast schematic diagram in beam at the section 3 of node A-E；
Fig. 9 d is axle power contrast schematic diagram in beam at the section 4 of node A-E；
Figure 10 a is beam internal shear force contrast schematic diagram at the section 1 of node A-E；
Figure 10 b is beam internal shear force contrast schematic diagram at the section 2 of node A-E；
Figure 10 c is beam internal shear force contrast schematic diagram at the section 3 of node A-E；
Figure 10 d is beam internal shear force contrast schematic diagram at the section 4 of node A-E；
Figure 11 a is moment of flexure contrast schematic diagram in beam at the section 1 of node A-E；
Figure 11 b is moment of flexure contrast schematic diagram in beam at the section 2 of node A-E；
Figure 11 c is moment of flexure contrast schematic diagram in beam at the section 3 of node A-E；
Figure 11 d is moment of flexure contrast schematic diagram in beam at the section 4 of node A-E；
Figure 12 a is the bottom comers contrast schematic diagram of node A-E；
Figure 12 b is the top corners contrast schematic diagram of node A-E；
Figure 13 is the vertical displacement contrast schematic diagram of node A-E；
Appended drawing reference shown in Fig. 1 to Figure 13 respectively indicates are as follows: 1- steel core concrete column, 2- girder with rolled steel section en cased in concrete, 3- ring
Beam, 4- concrete filled steel tube upper prop, 5- concrete filled steel tube lower prop, 6- Concrete-filled tubular connections column, 10- outer ring plate, 11- inner ring plate,
12- internal partition, floor on the inside of 13-, 7- four-bladed vane, eight scoreboard of 8-, 9- bind plate, 14- peg, 15- stiffener.
Specific embodiment
The principles of the present invention and feature are described below in conjunction with attached drawing, example is served only for explaining that this is practical
It is novel, it is not intended to limit the scope of the utility model.
As shown in Figure 1 to Figure 3, high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure, including steel tube concrete
Earth pillar 1, along steel core concrete column 1 circumferentially divide equally girder with rolled steel section en cased in concrete 2 and be arranged in steel core concrete column 1 and fashioned iron coagulation
Ring beam 3 between native beam 2.Girder with rolled steel section en cased in concrete 2 is four, is respectively arranged in along steel core concrete column 1；Girder with rolled steel section en cased in concrete
2 include top flange 201, lower flange 202 and the web 203 between top flange 201 and lower flange 202.Steel tube concrete
Earth pillar 1 is made of steel pipe and the concrete being poured in a steel pipe, and girder with rolled steel section en cased in concrete 2 is by structural steel frame beam casting concrete structure
At.
Steel core concrete column 1 includes concrete filled steel tube upper prop 4, concrete filled steel tube lower prop 5 and is located on concrete filled steel tube
Concrete-filled tubular connections column 6 between column 4 and concrete filled steel tube lower prop 5.
6 outer wall of Concrete-filled tubular connections column is provided with right respectively with 2 top flange 201 of girder with rolled steel section en cased in concrete and lower flange 202
The outer ring plate 10 answered, and 2 top flange 201 of girder with rolled steel section en cased in concrete and lower flange 202 are docked with outer ring plate 10 respectively；The fashioned iron is mixed
The web of solidifying soil beam 2 is connect with Concrete-filled tubular connections column 6.Concrete-filled tubular connections column 6 is with girder with rolled steel section en cased in concrete 2 using additional
Strong ring type connection, effectively improves node shock resistance.It is corresponding with top flange by outer ring plate 10 come moment of flexure in transfer beams
For upper outer ring, corresponding with lower flange is lower outer ring, and inside floor 13 is provided between upper and lower outer ring plate 10 and is cut to transmit
Power.
It is provided with inner ring plate 11, internal partition 12 and inside floor 13 in Concrete-filled tubular connections column 6, inner ring plate 11 and outer
Ring flat-plate 10 is in the same plane and is coaxially disposed, and the internal partition 12, which is arranged in, to be docked with 2 top flange of girder with rolled steel section en cased in concrete
Between outer ring plate 10 and the outer ring plate 10 of lower flange docking；Inside floor 13 is separately positioned between adjacent internal partition 12 and phase
Between adjacent inner ring plate 11；Inside floor 13 and internal partition 12 and inner ring plate 11 are vertical, and inside floor 13 and steel beam web plate position
In in same plane.Inner ring plate 11, internal partition 12 and inside floor 13 can effectively reduce the upward column of axle power in column and transmit, in beam
It shears and sets a roof beam in place transmitting to adjacent frame, reinforce node structure shock resistance.Node is failed in structural column after stabilization, inner ring plate 11,
Internal partition 12, inside floor 13 can effectively axle power, moment of flexure and modal displacement in transfer beams, wherein inner ring plate 11 is to moment of flexure in beam
Transmission effect is significant.Inner ring plate 11 and 10 uniform thickness of outer ring plate, inside floor 13 according to inner ring plate 11, internal partition 12 position and its
The distance between each plate is arranged to the inside floor 13 of corresponding height in steel core concrete column 1, and and steel beam web plate same
In one plane.
In order to reinforce the structural strength of concrete filled steel tube upper prop 4；In the utility model, setting in concrete filled steel tube upper prop 4
There are four-bladed vane 7 and eight scoreboards 8, and four-bladed vane 7 and the coaxial arrangement of eight scoreboards 8；Four-bladed vane 7 and eight scoreboards, 8 top are provided with and bind
Plate 9.Concrete filled steel tube upper prop 4 is fixed by eight scoreboards 8, the construction of four-bladed vane 7, reinforcement structure intensity makes itself and rail layer knot
Structure column is connected, and joint cores are closed by binding plate 9, protects inner concrete and each component.
In construction, first in steel duct cavity casting concrete to form concrete column, in outer wall of steel pipe upper bit
Set place's setting eight scoreboards 8, four-bladed vane 7；Outer ring plate 10, inner ring plate 11, internal partition 12 and interior is arranged in outer wall of steel pipe lower position
The upper lower flange of fashioned iron is connected with the outer ring plate up and down 10 of tube wall by side rib plate 13 respectively after the completion of the connection of each steel member,
The web of fashioned iron, the vertical floor in inside are connected with outer wall of steel pipe, after fashioned iron is connected with steel pipe, then by pouring coagulation
Soil, to form steel core concrete column-steel reinforced concrete girder connection.
In order to improve the connective stability between girder with rolled steel section en cased in concrete 2 and ring beam 3, in the utility model, steel reinforced concrete
Stiffener 15 is connected between beam 2 and ring beam 3, and Concrete-filled tubular connections column outer wall is provided with peg 14.
In order to further prove steel core concrete column provided by the utility model-girder with rolled steel section en cased in concrete node structure
Shock resistance, from destruction of a node mode, node stress strain, the comparison of node column section axle power, joint cores beam section axis
Five power, shearing, moment of flexure comparison and modal displacement aspects are analyzed.Show the anti-of this node structure in order to clearer
Impact property carries out 5 group node comparisons, such as the following table 1 on the basis of the utility model node structure；
1 intra-node tectonic information of table
Beam column cross-sectional area internal force each in joint cores is analyzed for convenience, as shown in fig. 4 a to beam cross-section
Position is numbered, and chooses each section steel beam section at node.As shown in Figure 4 b, three different locations of node column are in addition chosen
Section 2, node column bottom section 3 in the middle part of section, respectively node column top section 1, node column.
(1) destruction of a node model analysis
When bean column node connection is using 10 connection type of outer ring plate, though intra-node without inner ring plate 11, internal partition 12,
The construction measure of inside floor 13, the destruction of node column experienced three phases, first stage are as follows: train contact structures column
Small deformation bending occurs to node column；Second stage are as follows: the structural column at impact position is cut completely；Phase III are as follows: knot
Structure column is cut again with node bottom outer ring plate intersection, and is influenced on node column connection core space smaller.Therefore steel pipe is mixed
The connection type of solidifying earth pillar node outer annular-stiffer formula can effectively improve node shock resistance.
(2) node stress strains
The ess-strain of node B, C, D analyze A, E node between the ess-strain of node A, E, therefore only,
As shown in Fig. 5 a, Fig. 5 b, the stress on E node be hit load action influence it is big compared with A node.As shown in Fig. 6 a, Fig. 6 b, A
The joint reinforcing bar mainly longitudinal stress muscle tension surrender near the joint cores in smaller range, and E node in addition to perpendicular to
Vertical muscle tension surrender is outer up and down in orbital direction beam, and the most of reinforcing bar being parallel in orbital direction beam also surrender by tension.Such as figure
Shown in 7a, Fig. 7 b, the range for occurring plastic strain in E ratio A node beam is larger.
In conclusion can be effective when intra-node takes the construction measure of inner ring plate 11, internal partition 12, inside floor 13
Node stress, strain are reduced, so that node shock resistance can be significantly improved by demonstrating inner ring plate 11, internal partition 12, inside floor 13
Performance.
(3) node column section axle power compares
As shown in Fig. 8 a, Fig. 8 b, Fig. 8 c, it can be deduced that the percussion that section 3 receives influences than section 1,2 greatly, to work as section
When any one construction measure of A, B, C, D is taken in point inside, axle power in the node column of percussion front and back can be effectively reduced.Thus
As it can be seen that can largely reduce axle power in percussion posterior nodal point column, but influence when intra-node takes different configuration measure
Gap is smaller.
(4) joint cores beam section axle power, shearing, moment of flexure comparison
As shown in Fig. 9 a, Fig. 9 b, Fig. 9 c, Fig. 9 d, after node is subjected to impact effect stabilization, A, B, C, D node ratio E node axis
Power is big, this is because after node carries out Internal Force Redistribution, have in-built node can effectively axle power in transfer beams, to fill
Divide using material in beam, reduces the damage of node.As shown in Figure 10 a, Figure 10 b, Figure 10 c, Figure 10 d, node is hit after effect,
A, B, C, D node ratio E node shearing are much smaller, and joint cores beam internal shear force can be effectively reduced in the internal structure measure of node.
B node is i.e. without the more other internal structure measure nodes of 11 node of inner ring plate it can be seen from Figure 11 a, Figure 11 b, Figure 11 c, Figure 11 d
Beam in moment of flexure it is much smaller, this illustrate inner ring plate 11 structural column can be hit effect after moment of flexure be effectively passed in beam, make
Material is fully used in beam.
It sets a roof beam in place biography in conclusion inner ring plate 11, internal partition 12, inside floor 13 can effectively reduce beam internal shear force to adjacent frame
It passs；For node after structural column failure is stablized, inner ring plate 11, internal partition 12, inside floor 13 can effectively axle powers in transfer beams, curved
Square, wherein inner ring plate 11 is significant to moment of flexure transmission effect in beam.
(5) modal displacement
As shown in Figure 12 a, Figure 12 b, Figure 13, the construction measure collective effect of inner ring plate 11, internal partition 12, inside floor 13
When, it can effectively reduce node rotation and node vertical displacement.
By above-mentioned analysis it is found that steel core concrete column-steel reinforced concrete girder connection is as biography important between station component
Power hinge, node structure destruction mode final after being impacted by train is cut with 10 intersection of outer ring plate, and right
The influence of node beam-to-column joint core space is smaller, ensure that node can work on, improves the node shock resistance and anti-fall collapsing property
Energy；For node after structural column failure is stablized, it is upward that inner ring plate 11, internal partition 12, inside floor 13 can effectively reduce axle power in column
Column transmitting, beam internal shear force are set a roof beam in place transmitting to adjacent frame, and node is after structural column failure stabilization, inner ring plate 11, internal partition 12, interior
Side rib plate 13 can effectively axle power, moment of flexure in transfer beams, apply and the anti-fall performance of collapsing of structure can be improved.
The above is only the preferred embodiment of the present invention, is not intended to limit the utility model, all practical at this
Within novel spirit and principle, any modification, equivalent replacement, improvement and so on should be included in the guarantor of the utility model
Within the scope of shield.
Claims (6)
1. high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure, which is characterized in that including steel core concrete column
(1), along steel core concrete column (1) circumferentially divide equally girder with rolled steel section en cased in concrete (2) and be arranged in steel core concrete column (1) and fashioned iron
Ring beam (3) between beams of concrete (2)；The girder with rolled steel section en cased in concrete (2) include top flange (201), lower flange (202) and
Web (203) between top flange (201) and lower flange (202)；
Steel core concrete column (1) include concrete filled steel tube upper prop (4), concrete filled steel tube lower prop (5) and be located at concrete filled steel tube
Concrete-filled tubular connections column (6) between upper prop (4) and concrete filled steel tube lower prop (5)；
Concrete-filled tubular connections column (6) outer wall is provided with and girder with rolled steel section en cased in concrete (2) top flange (201) and lower flange
(202) outer ring plate (10) docked respectively, web (203) and Concrete-filled tubular connections column (6) of the girder with rolled steel section en cased in concrete (2)
Connection；
It is provided with inner ring plate (11), internal partition (12) and inside floor (13) in the Concrete-filled tubular connections column (6), it is described
Inner ring plate (11) is in the same plane and is coaxially disposed with outer ring plate (10)；The internal partition (12) and inside floor (13) point
The outer ring plate that She Zhi not be docked in the outer ring plate (10) docked with girder with rolled steel section en cased in concrete (2) top flange (201) and lower flange (202)
(10) between, and the inside floor (13) and internal partition (12) and inner ring plate (11) are vertical, and the inside floor (13)
It is in the same plane with the web of girder with rolled steel section en cased in concrete (2).
2. high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure according to claim 1, feature exist
In the concrete filled steel tube upper prop (4) is interior to be provided with four-bladed vane (7) and eight scoreboards (8), and the four-bladed vane (7) and eight scoreboards
(8) it is coaxially disposed.
3. high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure according to claim 2, feature exist
In the four-bladed vane (7) and eight scoreboards (8) top are provided with the plate that binds (9).
4. high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure according to claim 3, feature exist
In the inner ring plate (11) and outer ring plate (10) consistency of thickness.
5. high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure according to any one of claims 1 to 4,
It is characterized in that, Concrete-filled tubular connections column (6) outer wall is provided with peg (14).
6. high-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure according to claim 5, feature exist
In being connected with stiffener (15) between the girder with rolled steel section en cased in concrete (2) and ring beam (3).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201821161797.3U CN208563564U (en) | 2018-07-20 | 2018-07-20 | High-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure |
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| CN201821161797.3U CN208563564U (en) | 2018-07-20 | 2018-07-20 | High-speed rail station steel core concrete column-girder with rolled steel section en cased in concrete node structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108625476A (en) * | 2018-07-20 | 2018-10-09 | 西南交通大学 | High ferro station steel core concrete column-girder with rolled steel section en cased in concrete node structure |
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2018
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108625476A (en) * | 2018-07-20 | 2018-10-09 | 西南交通大学 | High ferro station steel core concrete column-girder with rolled steel section en cased in concrete node structure |
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