CN103741816A - Double shearing resistant plate transformation beam-column joint - Google Patents
Double shearing resistant plate transformation beam-column joint Download PDFInfo
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- CN103741816A CN103741816A CN201310743448.8A CN201310743448A CN103741816A CN 103741816 A CN103741816 A CN 103741816A CN 201310743448 A CN201310743448 A CN 201310743448A CN 103741816 A CN103741816 A CN 103741816A
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- 238000010008 shearing Methods 0.000 title abstract description 7
- 230000009466 transformation Effects 0.000 title abstract 10
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 236
- 239000010959 steel Substances 0.000 claims abstract description 236
- 239000004567 concrete Substances 0.000 claims abstract description 101
- 238000006243 chemical reaction Methods 0.000 claims description 99
- 230000007704 transition Effects 0.000 claims description 63
- 239000011150 reinforced concrete Substances 0.000 claims description 30
- 235000010627 Phaseolus vulgaris Nutrition 0.000 claims description 18
- 244000046052 Phaseolus vulgaris Species 0.000 claims description 18
- 230000009977 dual effect Effects 0.000 claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 11
- 210000003205 muscle Anatomy 0.000 claims description 6
- 238000010276 construction Methods 0.000 abstract description 29
- 238000007796 conventional method Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 2
- 238000007906 compression Methods 0.000 abstract 1
- 230000003247 decreasing effect Effects 0.000 abstract 1
- 230000000149 penetrating effect Effects 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 6
- 238000010586 diagram Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
The invention discloses a double shearing resistant plate transformation beam-column joint which comprises transformation column and concrete transformation beams. A pair of parallel shearing resistant steel plates are vertically arranged at the beam end of each concrete transformation beam along the length direction of the concrete transformation beam and mutually connected at the beam-column joint of the concrete transformation beam and the corresponding transformation column in a penetrating manner. The shearing resistant steel plates are additionally arranged at the ends of the concrete transformation beams, the shearing capacity of the sections of the transformation beams is improved, and requirements of the shear-compression ratio stipulated by specifications are met. Compared with conventional methods such as enlarging beam sections and concrete strength or using profile steel concrete sections, the use ratio of building space can be increased, structural weight is reduced, earthquake effect is decreased, construction cost is reduced, construction is simple, construction quality is ensured, and construction period cannot be affected.
Description
Technical field
The present invention relates to building engineering field, particularly relate to a kind of dual anti-shear conversion bean column node, this node, for transformational structure, is specially adapted on conversion beam discontented across arranging in the transformational structure of shear wall.
Background technology
Along with Development of High-rise Buildings is rapid, building is to the comprehensive future development of build complexity, diverse in function, thereby the corresponding construction form of highrise building is also complicated various in recent years.This is just often using the upper floor layout house, the hotel that in function, require building, and intermediate floor is made office occupancy, and bottom floor is made shop, restaurant and cultural and recreational facilities.The standard width of a room in an old-style house that the floor of different purposes need to vary in size, adopts different form of structure.Particularly, the little standard width of a room in an old-style house in its top of building requirements is arranged more body of wall, and the office occupancy at middle part requires less and the medium sized interior space, the common part of bottom, wish large as far as possible freedom and flexibility space, need larger post net, and body of wall is as far as possible few.But because building structure bottom floor is stressed very large, therefore building requirements its underpart rigidity is should be large, body of wall is more, post net is closeer, and reduces gradually from bottom to up.As can be seen here, highrise building is used requirement in function and the reasonability of building structure, natural arrangement requirement just in time contrary.
In order to meet building, use the requirement of function, building structure must be arranged in the mode contrary with usual manner, builds the little space on top, arranges the larger shear wall of rigidity, and the large space of building bottom, arranges the less frame column of rigidity.For this reason, must, at the storey setting conversion layer of structure conversion, claim structural transition layer.
At present, the form that structural transition layer adopts mainly contains beam type, truss-like, Vierendeel truss formula, box-shaped and plate-type transfer floor etc.And China is domestic, to make structural transition layer with the most use be beam-type transition layer, and the design of beam-type transition layer and construction are simple, stressed clear and definite, is generally used for shear wall structure with large width.For part transfer beam structure, owing to there being primary-secondary beam conversion, it is simultaneously discontented on main frame strutbeam that across reasons such as arranging shear wall, to cause frame to prop up beam end shearing larger, what now, according to conventional design, need to increase beam section, concrete strength or adopt that steel reinforced concrete cross section could meet regulation and stipulation cuts pressure ratio requirement.But there is following defect in said method:
(1) increasing beam section can make the headroom of Large Space at Lower Part reduce, affecting building function uses, and deadweight increase, the seismic forces of absorption increases, and earthquake sheet is large, in addition, for frame segment strutbeam, its end steel bar stress is often constructional reinforcement, increases beam section and can increase undoubtedly frame strutbeam steel bar stress, cause the waste of distributing bar, increase construction cost.
(2) adopt high-grade concrete grade construction, due to when the practice of construction, be difficult to reach high-grade concrete grade, construction quality is difficult to guarantee.
(3) adopt girder with rolled steel section en cased in concrete, work progress more complicated, the construction period is long, and the professional of construction team had relatively high expectations.
Summary of the invention
The object of this invention is to provide a kind of utilization rate that can improve architectural space, alleviate dead load, reduce earthquake sheet, reduce construction cost, construction is simple, guarantee construction quality, do not affect the dual anti-shear conversion bean column node of construction period, can greatly improve the shear-carrying capacity in conversion beam cross section, with what meet regulation and stipulation, cut pressure ratio requirement.
The present invention can realize by following measures: a kind of dual anti-shear conversion bean column node, comprise transition mast and concrete conversion beam, it is characterized in that vertically arranging along its length the anti-shear steel plate of pair of parallel in the beam-ends of each root concrete conversion beam, described anti-shear steel plate is through the beam column junction of concrete conversion beam and transition mast, and described anti-shear steel plate interconnects in beam column junction.
The present invention adds anti-shear steel plate in concrete conversion beam end, improve conversion beam cross section shear-carrying capacity, meet regulation and stipulation cut pressure ratio require in, with existing increase beam section, concrete strength or adopt compared with the conventional method in steel reinforced concrete cross section, can improve architectural space utilization rate, alleviate dead load, reduce earthquake sheet, reduce construction cost, construction is simple, guarantee construction quality, do not affect the construction period.
As one embodiment of the present invention, the distance of the beam side of described anti-shear steel plate and concrete conversion beam is at least 120mm.
As a kind of preferred embodiment of the present invention, in described concrete conversion beam, in the residing length range of anti-shear steel plate, be provided with tension rib, the two ends of described tension rib are separately fixed on a pair of waist muscle being oppositely arranged in described concrete conversion beam, and described tension rib, through described anti-shear steel plate, is fixed on anti-shear steel plate drawknot in concrete conversion beam.
As embodiments of the present invention, the thickness of described anti-shear steel plate is 6～30mm.
Distance between the back of the end face of anti-shear steel plate of the present invention and described concrete conversion beam is at least 100mm.
As one embodiment of the present invention, described transition mast is concrete transition mast, described concrete transition mast is that " ten " font is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam as the first anti-shear steel plate, another is arranged in a pair of relative concrete conversion beam in addition to anti-shear steel plate as the second anti-shear steel plate, and in beam column junction, the second anti-shear steel plate is cut by the first anti-shear steel plate.
As another embodiment of the invention, described transition mast is concrete transition mast, described concrete transition mast is that " L " shape is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in one of them concrete conversion beam as the first anti-shear steel plate, another is arranged in another concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and in beam column junction, the second anti-shear steel plate is cut by the first anti-shear steel plate.
The present invention can have following embodiment:
Described transition mast is steel reinforced concrete transition mast, the reinforcing bar of described steel reinforced concrete transition mast is i shaped steel, described steel reinforced concrete transition mast is that " ten " font is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of i shaped steel respectively the first anti-shear steel plate, another is arranged in another to relative concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, one of them second anti-shear steel plate is connected on the side on the edge of a wing of i shaped steel, between this is to the edge of a wing, set up stiffening rib, described stiffening rib is corresponding with this second anti-shear steel plate.
Described transition mast is steel reinforced concrete transition mast, the reinforcing bar of described steel reinforced concrete transition mast is cross-shaped steel, described steel reinforced concrete transition mast is that " ten " font is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of cross-shaped steel respectively the first anti-shear steel plate, this edge of a wing is first edge of a wing, another is arranged in another to relative concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, another of one of them second anti-shear steel plate and cross-shaped steel docks one of edge of a wing, another second anti-shear steel plate is connected on the side on first edge of a wing of cross-shaped steel, between this first edge of a wing, set up stiffening rib, described stiffening rib is corresponding with the second anti-shear steel plate.
Described transition mast is steel reinforced concrete transition mast, the reinforcing bar of described steel reinforced concrete transition mast is cross-shaped steel, described steel reinforced concrete transition mast is that " L " shape is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in one of them concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of cross-shaped steel respectively the first anti-shear steel plate, this edge of a wing is first edge of a wing, another is arranged in another concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, another of one of them second anti-shear steel plate and cross-shaped steel docks one of edge of a wing, another second anti-shear steel plate is connected on the side on first edge of a wing of cross-shaped steel, between this first edge of a wing, set up stiffening rib, described stiffening rib is corresponding with the second anti-shear steel plate.
Compared with prior art, the present invention has following significant effect:
(1) the present invention adds anti-shear steel plate in concrete conversion beam end, improve conversion beam cross section shear-carrying capacity, meet regulation and stipulation cut pressure ratio require in, with existing increase beam section, concrete strength or adopt compared with the conventional method in steel reinforced concrete cross section, can improve architectural space utilization rate, alleviate dead load, reduce earthquake sheet, reduce construction cost, construction is simple, guarantee construction quality, do not affect the construction period.
(2) the stirrup of conversion beam of the present invention and the construction of vertical muscle are unaffected, therefore little on construction period impact.
(3) the conversion beam reinforcement ratio designing by normal concrete beams is lower, and distributing bar is more, after introducing anti-shear steel plate, can make conversion beam reach most economical reinforcement ratio, saves distributing bar.
(4) the present invention reduces strength grade of concrete, and construction quality guaranteed, steel plate framework is good in factory process, and with respect to girder with rolled steel section en cased in concrete, construction is simple, less on construction period impact.
(5) the present invention is specially adapted on conversion beam discontented across arranging in the transformational structure of shear wall, also applicable in other transformational structure.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, the invention will be described in further detail.
Fig. 1 is the cross-sectional schematic diagram of the embodiment of the present invention 1 bean column node;
Fig. 2 is the sectional view along A-A line in Fig. 1;
Fig. 3 is the sectional view along B-B line in Fig. 1;
Fig. 4 is the cross-sectional schematic diagram of the embodiment of the present invention 2 bean column nodes.
The specific embodiment
Embodiment 1
As shown in Figures 1 to 3, a kind of dual anti-shear conversion bean column node of the present invention, comprise transition mast 1 and concrete conversion beam, concrete conversion beam is comprised of concrete and reinforcing bar, reinforcing bar comprises vertical muscle 21, stirrup 22 and waist muscle 23, the anti-shear steel plate of pair of parallel is vertically set along its length in the beam-ends of each root concrete conversion beam, the thickness of anti-shear steel plate is 6～30mm, the distance of the beam side of anti-shear steel plate and concrete conversion beam is at least 120mm, distance between the back of the end face of anti-shear steel plate and concrete conversion beam is at least 100mm, can meet the requirement of Minimal Protective layer thickness, anti-shear steel plate length, the occurrence of height and thickness can comprehensively be determined according to structural calculation shearing envelope diagram.In concrete conversion beam, in the residing length range of anti-shear steel plate, be provided with tension rib 61, the two ends of tension rib 61 are separately fixed on a pair of waist muscle 23 being oppositely arranged in concrete conversion beam, and tension rib 61, through anti-shear steel plate, is fixed on anti-shear steel plate drawknot in concrete conversion beam.Anti-shear steel plate is through the beam column junction of concrete conversion beam and transition mast, and anti-shear steel plate interconnects in beam column junction.
Transition mast 1 is concrete transition mast, concrete transition mast is that " ten " font is crossing with concrete conversion beam, anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam 4 as the first anti-shear steel plate 3, another is arranged in a pair of relative concrete conversion beam 6 in addition to anti-shear steel plate as the second anti-shear steel plate 5, and in beam column junction, the second anti-shear steel plate 5 is cut by the first anti-shear steel plate 3.The second anti-shear steel plate 5 is welded on the first anti-shear steel plate 3 separately in the part between the first anti-shear steel plate 3.
Embodiment 2
The present embodiment is with the difference part of embodiment 1: concrete transition mast and concrete conversion beam are that " L " shape is crossing, anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in one of them concrete conversion beam as the first anti-shear steel plate, another is arranged in another concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and in beam column junction, the second anti-shear steel plate is cut by the first anti-shear steel plate.
As shown in Figure 4, the difference part of the present embodiment and embodiment 1 is: transition mast 1 is steel reinforced concrete transition mast, the reinforcing bar of steel reinforced concrete transition mast is cross-shaped steel, steel reinforced concrete transition mast is that " ten " font is crossing with concrete conversion beam, anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam 8 as the first anti-shear steel plate 7, this docks with a pair of edge of a wing of cross-shaped steel respectively the first anti-shear steel plate 7, this edge of a wing is first edge of a wing 12, another is arranged in another to relative concrete conversion beam 10 to anti-shear steel plate as the second anti-shear steel plate 9, and cut by the first anti-shear steel plate 7, another of one of them second anti-shear steel plate 9 and cross-shaped steel docks one of edge of a wing 13, another second anti-shear steel plate 9 is connected on the side on first edge of a wing 12 of cross-shaped steel, between this first edge of a wing 12, set up stiffening rib 11, stiffening rib 11 is corresponding with the second anti-shear steel plate 9.
Embodiment 4
The difference part of the present embodiment and embodiment 1 is: transition mast is steel reinforced concrete transition mast, the reinforcing bar of steel reinforced concrete transition mast is i shaped steel, steel reinforced concrete transition mast is that " ten " font is crossing with concrete conversion beam, anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of i shaped steel respectively the first anti-shear steel plate, another is arranged in another to relative concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, one of them second anti-shear steel plate is connected on the side on the edge of a wing of i shaped steel, between this is to the edge of a wing, set up stiffening rib, stiffening rib is corresponding with this second anti-shear steel plate.
The difference part of the present embodiment and embodiment 1 is: transition mast is steel reinforced concrete transition mast, the reinforcing bar of steel reinforced concrete transition mast is cross-shaped steel, steel reinforced concrete transition mast is that " L " font is crossing with concrete conversion beam, anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in one of them concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of cross-shaped steel respectively the first anti-shear steel plate, this edge of a wing is first edge of a wing, another is arranged in another concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, another of one of them second anti-shear steel plate and cross-shaped steel docks one of edge of a wing, another second anti-shear steel plate is connected on the side on first edge of a wing of cross-shaped steel, between this first edge of a wing, set up stiffening rib, stiffening rib is corresponding with the second anti-shear steel plate.
Embodiments of the present invention are not limited to this, according to foregoing of the present invention, according to ordinary skill knowledge and the customary means of this area, do not departing under the above-mentioned fundamental technics thought of the present invention prerequisite, the present invention also goes in the bean column node of other form, can be according to actual conditions, the concrete setting to anti-shear steel plate and make variation with being connected of other structure, cuts pressure ratio requirement to meet; In addition, the fixed form of anti-shear steel plate in conversion beam also has other embodiment.Therefore, the present invention can also make modification, replacement or the change of other various ways, within all dropping on protection domain of the present invention.
Claims (10)
1. a dual anti-shear conversion bean column node, comprise transition mast and concrete conversion beam, it is characterized in that: the anti-shear steel plate that pair of parallel is vertically set along its length in the beam-ends of each root concrete conversion beam, described anti-shear steel plate is through the beam column junction of concrete conversion beam and transition mast, and described anti-shear steel plate interconnects in beam column junction.
2. dual anti-shear conversion bean column node according to claim 1, is characterized in that: the distance of the beam side of described anti-shear steel plate and concrete conversion beam is at least 120mm.
3. dual anti-shear conversion bean column node according to claim 2, is characterized in that: the thickness of described anti-shear steel plate is 6～30mm.
4. dual anti-shear conversion bean column node according to claim 3, is characterized in that: the distance between the end face of described anti-shear steel plate and the back of described concrete conversion beam is at least 100mm.
5. according to the dual anti-shear conversion bean column node described in claim 1～4 any one, it is characterized in that: in described concrete conversion beam, in the residing length range of anti-shear steel plate, be provided with tension rib, the two ends of described tension rib are separately fixed on a pair of waist muscle being oppositely arranged in described concrete conversion beam, and described tension rib, through described anti-shear steel plate, is fixed on anti-shear steel plate drawknot in concrete conversion beam.
6. dual anti-shear conversion bean column node according to claim 5, it is characterized in that: described transition mast is concrete transition mast, described concrete transition mast is that " ten " font is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam as the first anti-shear steel plate, another is arranged in a pair of relative concrete conversion beam in addition to anti-shear steel plate as the second anti-shear steel plate, and in beam column junction, the second anti-shear steel plate is cut by the first anti-shear steel plate.
7. dual anti-shear conversion bean column node according to claim 5, it is characterized in that: described transition mast is concrete transition mast, described concrete transition mast is that " L " shape is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in one of them concrete conversion beam as the first anti-shear steel plate, another is arranged in another concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and in beam column junction, the second anti-shear steel plate is cut by the first anti-shear steel plate.
8. dual anti-shear conversion bean column node according to claim 5, it is characterized in that: described transition mast is steel reinforced concrete transition mast, the reinforcing bar of described steel reinforced concrete transition mast is i shaped steel, described steel reinforced concrete transition mast is that " ten " font is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of i shaped steel respectively the first anti-shear steel plate, another is arranged in another to relative concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, one of them second anti-shear steel plate is connected on the side on the edge of a wing of i shaped steel, between this is to the edge of a wing, set up stiffening rib, described stiffening rib is corresponding with this second anti-shear steel plate.
9. dual anti-shear conversion bean column node according to claim 5, it is characterized in that: described transition mast is steel reinforced concrete transition mast, the reinforcing bar of described steel reinforced concrete transition mast is cross-shaped steel, described steel reinforced concrete transition mast is that " ten " font is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in wherein a pair of relative concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of cross-shaped steel respectively the first anti-shear steel plate, this edge of a wing is first edge of a wing, another is arranged in another to relative concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, another of one of them second anti-shear steel plate and cross-shaped steel docks one of edge of a wing, another second anti-shear steel plate is connected on the side on first edge of a wing of cross-shaped steel, between this first edge of a wing, set up stiffening rib, described stiffening rib is corresponding with the second anti-shear steel plate.
10. dual anti-shear conversion bean column node according to claim 5, it is characterized in that: described transition mast is steel reinforced concrete transition mast, the reinforcing bar of described steel reinforced concrete transition mast is cross-shaped steel, described steel reinforced concrete transition mast is that " L " shape is crossing with concrete conversion beam, described anti-shear steel plate is two pairs, wherein a pair of anti-shear steel plate is arranged in one of them concrete conversion beam as the first anti-shear steel plate, this docks with a pair of edge of a wing of cross-shaped steel respectively the first anti-shear steel plate, this edge of a wing is first edge of a wing, another is arranged in another concrete conversion beam to anti-shear steel plate as the second anti-shear steel plate, and cut by the first anti-shear steel plate, another of one of them second anti-shear steel plate and cross-shaped steel docks one of edge of a wing, another second anti-shear steel plate is connected on the side on first edge of a wing of cross-shaped steel, between this first edge of a wing, set up stiffening rib, described stiffening rib is corresponding with the second anti-shear steel plate.
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| CN201310743448.8A CN103741816B (en) | 2013-12-27 | 2013-12-27 | A kind of dual anti-shear conversion beam Column border node |
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| CN201310743448.8A CN103741816B (en) | 2013-12-27 | 2013-12-27 | A kind of dual anti-shear conversion beam Column border node |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007332548A (en) * | 2006-06-12 | 2007-12-27 | Shimizu Corp | Column-beam joint structure |
| CN101117835A (en) * | 2007-09-05 | 2008-02-06 | 哈尔滨工业大学 | Reinforcement built-in anti-shear steel plate concrete combination beam |
| CN101638916A (en) * | 2009-08-20 | 2010-02-03 | 广东省建科建筑设计院 | Connecting joint of coating composite steel concrete transformation column with composite steel concrete transformation box beam |
| CN202519794U (en) * | 2012-04-23 | 2012-11-07 | 厦门华旸建筑工程设计有限公司 | Double-concrete-beam and concrete frame column connecting structure |
| CN202831388U (en) * | 2012-08-16 | 2013-03-27 | 杨众 | Small beam high pre-stress pre-cast beam |
-
2013
- 2013-12-27 CN CN201310743448.8A patent/CN103741816B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007332548A (en) * | 2006-06-12 | 2007-12-27 | Shimizu Corp | Column-beam joint structure |
| CN101117835A (en) * | 2007-09-05 | 2008-02-06 | 哈尔滨工业大学 | Reinforcement built-in anti-shear steel plate concrete combination beam |
| CN101638916A (en) * | 2009-08-20 | 2010-02-03 | 广东省建科建筑设计院 | Connecting joint of coating composite steel concrete transformation column with composite steel concrete transformation box beam |
| CN202519794U (en) * | 2012-04-23 | 2012-11-07 | 厦门华旸建筑工程设计有限公司 | Double-concrete-beam and concrete frame column connecting structure |
| CN202831388U (en) * | 2012-08-16 | 2013-03-27 | 杨众 | Small beam high pre-stress pre-cast beam |
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