CN208293785U - Profile steel concrete column-armored concrete girder connection - Google Patents
Profile steel concrete column-armored concrete girder connection Download PDFInfo
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- CN208293785U CN208293785U CN201721682027.9U CN201721682027U CN208293785U CN 208293785 U CN208293785 U CN 208293785U CN 201721682027 U CN201721682027 U CN 201721682027U CN 208293785 U CN208293785 U CN 208293785U
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Abstract
The utility model discloses a kind of profile steel concrete column-armored concrete girder connections, including top flange plate, bottom wing listrium, web is connected between top flange plate and bottom wing listrium, peg and angle steel bracket plate are welded on the outside of top flange plate and bottom wing listrium, it is welded with beam longitudinal reinforcement on angle steel bracket plate, reinforcing bar inter-tie is welded between top flange plate and bottom wing listrium.The utility model devises a kind of novel profile steel concrete column-armored concrete girder connection, it is welded first using angle steel bracket plate with reinforced beam, avoids leading to beam longitudinal reinforcement and angle steel bracket plate anchorage length and the inadequate problem of weld length since fashioned iron column dimension is special；Then reinforcing bar inter-tie is used, prevents steel column and beam welding node from edge of a wing buckling, i.e. node local buckling occurs；It avoids and is punched on the edge of a wing simultaneously, guarantee profile steel concrete column-armored concrete girder connection rigidity and intensity.
Description
Technical field
The utility model relates to a kind of concrete column reinforcing joints, and in particular to a kind of profile steel concrete column-reinforced beam
Node belongs to building structure technology field.
Background technique
In profile steel concrete column and the connecting node of reinforced beam, the connection type generallyd use in the prior art has
Two kinds: one is a kind of profile steel concrete column that provides application No. is 201420543333.4 patent and reinforced beam
Connecting node solves the problems, such as the connecting node of profile steel concrete column and reinforced beam in the form of penetrating through muscle, but opens
The stability decline of steel column, weakens the structural strength of shaped steel flange plate behind hole；The second is application No. is
200910083233.1 open file provide a kind of profile steel concrete column and cast-in-situ steel reinforced concrete girder connection and its construction
Method requires precisely component production, Steel Reinforcing Bar Material, position location, difficulty of construction is big using sleeve connection.
In conclusion the connection of the beam longitudinal reinforcement and profile steel concrete column Shaped Steel of reinforced beam in the prior art
Mode has following deficiency: (1) space utilization rate is insufficient；(2) stability of profile steel concrete column is influenced.The prior art lacks space
Utilization rate, and have some potential safety problems, it is difficult to meet some special bean column node demands, constrains the work of profile steel concrete column
Cheng Yingyong.
Utility model content
The purpose of the utility model is to overcome profile steel concrete columns in the prior art and armored concrete beam connecting node
Locate the defect that welding workload is big, constructing operation difficulty is big, proposes a kind of profile steel concrete column-armored concrete girder connection.
The utility model is realized in this way:
A kind of profile steel concrete column-armored concrete girder connection, including top flange plate, bottom wing listrium, top flange plate is under
It is connected with web between flange plate, peg and angle steel bracket plate, angle steel ox are welded on the outside of top flange plate and bottom wing listrium
It is welded with beam longitudinal reinforcement on leg plate, reinforcing bar inter-tie is welded between top flange plate and bottom wing listrium.
Wherein, by weld stud, the binding force and frictional force of steel column and concrete be can increase.
Further scheme is: the beam longitudinal reinforcement is L-shaped to be welded on angle steel bracket plate.
Further scheme is: the axis of the reinforcing bar inter-tie and angle steel bracket plate is in the same horizontal line or vertical
Straight deviation is no more than 1cm.
Further scheme is: the thickness of the angle steel bracket plate is identical as the thickness of shaped steel flange plate, and width is compared with the wing
The small 20cm of listrium, bracket horizontal segment absolute altitude are consistent with beam longitudinal reinforcement absolute altitude；Angle steel bracket plate specifications and models can be selected it is equilateral or
Unequal angle selects the sum of two edge lengths of upper angle steel to be not less than 5 times of longitudinal reinforcement diameter, and the side length of horizontal segment in side length
Distance no more than stirrup away from shaped steel flange plate.
Further scheme is: beam longitudinal reinforcement can bypass steel column in 1:6 ratio around steel column；Specifically
The ratio between fingerboard vertical misalignment distance and vertical muscle lateral shift distance are 1:6.
Further scheme is: it is 5 times that beam longitudinal reinforcement part, which is welded on the two-sided welding length on angle steel bracket plate,
Beam longitudinal reinforcement diameter.This way can be to avoid leading to beam longitudinal reinforcement and angle steel bracket plate since fashioned iron column dimension is special
The inadequate problem of weld length.
The utility model devises a kind of novel profile steel concrete column-armored concrete girder connection, uses angle steel first
Bracket plate is welded with reinforced beam, avoids leading to beam longitudinal reinforcement and angle steel bracket plate since fashioned iron column dimension is special
Anchorage length and the inadequate problem of weld length；Then reinforcing bar inter-tie is used, prevents steel column and beam welding node from occurring
Edge of a wing buckling, i.e. node local buckling；It avoids and is punched on the edge of a wing simultaneously, guarantee profile steel concrete column-reinforced beam
The rigidity and intensity of node.
Detailed description of the invention
Fig. 1 is the utility model profile steel concrete column-armored concrete girder connection transverse sectional view；
Fig. 2 is the utility model profile steel concrete column-armored concrete girder connection longitudinal sectional view；
Fig. 3 is the outside schematic diagram of the utility model flange plate.
Specific embodiment
The utility model is further described in the following with reference to the drawings and specific embodiments.
As shown in attached drawing 1,2,3, a kind of profile steel concrete column-armored concrete girder connection, including top flange plate 1, bottom wing
Listrium 2 is connected with web 3 between top flange plate and bottom wing listrium, be welded with peg 5 on the outside of top flange plate and bottom wing listrium
With angle steel bracket plate 4, beam longitudinal reinforcement 7 is welded on angle steel bracket plate 4, is welded with steel between top flange plate and bottom wing listrium
Muscle inter-tie 6.Reinforcing bar inter-tie 6 is arranged in parallel with web 3.The beam longitudinal reinforcement part for needing to weld is L-shaped to be welded on
On angle steel bracket plate, the diameter for the beam longitudinal reinforcement that two-sided welding length is 5 times.
The axis of the reinforcing bar inter-tie 6 and angle steel bracket plate 4 is in the same horizontal line or vertical missing is no more than
1cm。
Beam longitudinal reinforcement can bypass steel column in 1:6 ratio around steel column.
The beam longitudinal reinforcement part for needing to weld is L-shaped to be welded on angle steel bracket plate, the beam that two-sided welding length is 5 times
The diameter of longitudinal reinforcement.This way can be to avoid causing beam longitudinal reinforcement and angle steel bracket plate to weld since fashioned iron column dimension is special
The inadequate problem of length.
Meanwhile in order to meet the requirement of the diameter for the beam longitudinal reinforcement that two-sided welding length is 5 times, angle steel bracket plate gauge lattice
Equilateral or unequal angle can be selected in model, selects the sum of two edge lengths of upper angle steel to be not less than longitudinal reinforcement diameter 5 in side length
Times, and the side length of horizontal segment is not more than distance of the stirrup away from shaped steel flange plate.For example, being 500 × 500 round for diameter
Profile steel concrete column, H profile steel is having a size of HW300 × 200 × 8 × 12；In bean column node H profile steel to peripheral stirrup distance about
65mm, and beam indulges muscle 18mm, being unable to satisfy two-sided welding 5d requires, therefore angle steel bracket size selection L50 × 50 × 12.
Web is narrow, and the construction of fashioned iron Column border node area's stirrup will not be hindered by it, and beam-ends lacing wire arrangement is not also influenced by web.
It needs to illustrate, the H profile steel web that the present invention uses is narrow, refers to the web thickness ratio of the H profile steel of use
Conventional web thickness becomes smaller, and so as to not hinder the construction of fashioned iron Column border node area stirrup, does not influence beam-ends lacing wire arrangement.
But while web narrows, in order to enable the mechanical property of fashioned iron is not less than even better than former H profile steel, just
It needs to design and the reinforcing bar inter-tie 6 disposed in parallel of web 3.
It is explained with a specific embodiment.
In the actual operation process, if former design uses HW300 × 200 × 8 × 12H fashioned iron, this explanatory embodiment
Prototype fashioned iron, the reinforcing bar water of web two sides are replaced using HW300 × 200 × 6 × 12H fashioned iron cooperation transverse steel inter-tie
Spacing between flat tie-rod 6 is 100mm, ensures novel H profile steel mechanical property by rigidity and Calculation Shear as follows
Better than former H profile steel, enable HW300 × 200 × 6 × core cell of the 12H fashioned iron cooperation sway brace as buckling restrained bracing
Enough meet Mechanics of Bar requirement.
(1) rigidity checking
The Line stiffness of core cell rod piece:
Wherein E is steel elasticity modulus；
I is the moment of inertia；
L is rod length；
Wherein the edge of a wing B is wide；
H I-steel (H profile steel) height；
The difference of b flange width and web width；
H I-steel (H profile steel) is highly and the difference of two edge of a wing thickness；
By being calculated:
H profile steel the moment of inertia I1=1.10 × 108mm4
Cooperate the H profile steel the moment of inertia I of sway brace2=2.75 × 108mm4
It is found that I1< I2
And fashioned iron material, length have not been changed, therefore H profile steel Line stiffness i1The H profile steel Line stiffness i of < cooperation sway brace2, line
Rigidity meets replacement and requires.
(2) shear stress checks
H profile steel web shear stress τ are as follows:
Wherein Q is cross section shearing；
SzFor the moment of inertia of neutral axis side area centering axis；
IzFor Z axis the moment of inertia；
δ0For edge of a wing thickness.
Shear stress is maximum at web height center, and in web and edge of a wing intersection, shear stress is minimum value, due to
The minimum value of shearing stress and maximum value differ very little on web, therefore generally can approximatively think the shear stress on web along section
High uniformity distribution.Calculated result shows that web assumes responsibility for the shearing of 95%-97% on I-shaped cross-section.Therefore carry out this technology
The edge of a wing, which is cut, when research is not considered.Therefore, it commonly uses following approximate formula and calculates shearing stress on web, i.e.,
Wherein Q is cross section shear stress；
h1For web height；
D is web thickness.
The reinforcing bar inter-tie 6 of web two sides is considered as increasing the thickness of H profile steel web, that is, increases the anti-of web
Shearing force, and fashioned iron material, length have not been changed, therefore the shear stress Г that H profile steel web receives1The H-type of > cooperation sway brace
The shear stress Г that steel web receives2, shearing stress meets replacement and requires on web.
Since there is bending segment in reinforcing bar end, overlap joint segment length reduces, and the length of upper and lower flange plate is able to shorten convenient transportation
With saving steel.Upper and lower flange plate, web and column section steel flange connect complete in factory between each other, the construction stage without
Weld job, quick construction are convenient.
Reinforcing bar inter-tie 6 should and angle steel bracket plate 4 axis in the same horizontal line or deviation be no more than 1cm.Reinforcing bar
The effect of inter-tie 6 is can to prevent steel column and beam from welding when steel column receives the power transmission of beam by angle steel bracket plate 4
Edge of a wing buckling, i.e. node local buckling occur for node.
The production process of above each structure can carry out in steel construction factory, and directly transport is extremely constructed after production
Scene.
Claims (3)
1. a kind of profile steel concrete column-armored concrete girder connection, including top flange plate, bottom wing listrium, top flange plate and bottom wing
Web is connected between listrium, it is characterised in that: be welded with peg and angle steel bracket on the outside of top flange plate and bottom wing listrium
Plate is welded with beam longitudinal reinforcement on angle steel bracket plate, reinforcing bar inter-tie is welded between top flange plate and bottom wing listrium；Institute
State that beam longitudinal reinforcement is L-shaped to be welded on angle steel bracket plate；The axis of the reinforcing bar inter-tie and angle steel bracket plate is same
On horizontal line or vertical missing is no more than 1cm；It is 5 that beam longitudinal reinforcement part, which is welded on the two-sided welding length on angle steel bracket plate,
The diameter of beam longitudinal reinforcement again.
2. profile steel concrete column-armored concrete girder connection according to claim 1, it is characterised in that: the angle steel bracket
The thickness of plate and the thickness of shaped steel flange plate are identical, width 20cm small compared with flange plate, bracket horizontal segment absolute altitude and beam longitudinal reinforcement
Absolute altitude is consistent, and angle steel bracket plate selects equilateral or unequal angle, selects the sum of two edge lengths of upper angle steel to be not less than in side length
5 times of longitudinal reinforcement diameter, and the side length of horizontal segment is not more than distance of the stirrup away from shaped steel flange plate.
3. profile steel concrete column-armored concrete girder connection according to claim 1, it is characterised in that: beam longitudinal reinforcement can
To bypass steel column in 1:6 ratio around steel column.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721682027.9U CN208293785U (en) | 2017-12-06 | 2017-12-06 | Profile steel concrete column-armored concrete girder connection |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721682027.9U CN208293785U (en) | 2017-12-06 | 2017-12-06 | Profile steel concrete column-armored concrete girder connection |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN208293785U true CN208293785U (en) | 2018-12-28 |
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ID=64696977
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201721682027.9U Active CN208293785U (en) | 2017-12-06 | 2017-12-06 | Profile steel concrete column-armored concrete girder connection |
Country Status (1)
| Country | Link |
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| CN (1) | CN208293785U (en) |
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2017
- 2017-12-06 CN CN201721682027.9U patent/CN208293785U/en active Active
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