CN102864860A - Well-type framed girder reinforced flat slab connecting structure - Google Patents
Well-type framed girder reinforced flat slab connecting structure Download PDFInfo
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- CN102864860A CN102864860A CN2012103324268A CN201210332426A CN102864860A CN 102864860 A CN102864860 A CN 102864860A CN 2012103324268 A CN2012103324268 A CN 2012103324268A CN 201210332426 A CN201210332426 A CN 201210332426A CN 102864860 A CN102864860 A CN 102864860A
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Abstract
The invention discloses a well-type framed girder reinforced flat slab connecting structure which comprises a flat slab and a concrete column which are poured integrally, wherein the connecting node part of the flat slab and the concrete column is provided with a well-type framed girder; the well-type framed girder comprises two horizontal bolt nail reinforced bars and two longitudinal bolt nail reinforced bars which are mutually connected vertically, and each horizontal bolt nail reinforced bar and each longitudinal bolt nail reinforced bar respectively comprise a rectangular cross girder and a plurality of bolt nails; and the bolt nails are all vertically welded on the upper surface of the rectangular cross beam. After the flat slab and the concrete column are poured integrally, the well-type framed girder is hidden in the flat slab, and has the advantages of high connecting rigidity and good punching resistant capability, and is convenient for template supporting in node treatment and construction.
Description
Technical field
The present invention relates to the field of civil engineering technology, refer in particular to a kind of well formula Vierendeel girder and strengthen the arch without beam syndeton.
Background technology
Arch without beam is mainly used in headroom between construction level is had higher requirements and factory building or the working platformes such as the conditional building structure of floor height, industrial freezer, oil refinery, these are local because specific (special) requirements such as pipe arrangement or techniques, and the structure of beam can't be set, be characterized in that the reinforced concrete floor plate directly links to each other with vertical supporting member (such as reinforced concrete post or shear wall etc.), without the beam class A of geometric unitA, rely on floor structure self to bear bending and shearing fully under the superstructure.Because the thickness of floor structure is limited, cause moment of flexure resistance and the punch resistant capability of its link position relatively poor, thereby bear under larger load or the seismic loading at flooring and to form weak location, particularly Punching Shear destroys and is brittle fracture, destroy suddenly, before destruction, only have very small deformation, can't observe in advance or send early warning signal, have larger danger.
In order to address the aforementioned drawbacks, the node location that the floor structure of being everlasting in the engineering is connected with support column arranges cap, also is column bracket, strengthens the local punch resistant capability of floor structure junction.But the column bracket structure tends to greatly increase the difficulty of construction, and can cause the column bracket position more difficult in the finishing in later stage, affects attractive in appearance even affects the layout of technological process or pipeline.
In addition, on August 27th, 2009, China's building the 8th Co., Ltd of Engineering Bureau applied for Chinese invention patent superstructure groined type steel shear connector (application number 200920308967.0) to State Intellectual Property Office, this patent needs at least four center plug-in units (being angle steel) to be inserted on four angles of groined type central authorities, and use annular slab further fixing to connect concrete column and arch without beam, have complex structure, the drawback of processing difficulties.
Therefore, propose power transmission rationally, safety economy, the concrete column of easy construction and the Novel connection node of arch without beam, becoming the advantage of giving full play to reinforcing bar (shaped steel) concrete structure, the key of promoting reinforcing bar (shaped steel) concrete structure, is the problem that engineering circles urgently will solve.
Summary of the invention
In view of this, the present invention is directed to the disappearance of prior art existence, its main purpose provides a kind of well formula Vierendeel girder and strengthens the arch without beam syndeton, and it has advantages of that anti-bending bearing capacity is high, coupling stiffness is large and punch resistant capability is good, and the shuttering supporting when being convenient to node processing and construction.
For achieving the above object, the present invention adopts following technical scheme:
A kind of well formula Vierendeel girder is strengthened the arch without beam syndeton, comprise arch without beam and concrete column that monobloc cast forms, be provided with well formula Vierendeel girder in this arch without beam and concrete column connected node position, this well formula Vierendeel girder comprises two horizontal peg stiffeners and two vertical peg stiffeners, this horizontal peg stiffener be connected mutual vertical connection of peg stiffener, and each horizontal peg stiffener and vertical peg stiffener all are to be made of rectangle crossbeam and several pegs, the equal vertical welding of this peg is in the upper surface of rectangle crossbeam, each bar rectangle crossbeam all is to be welded by two sections rectangular steel plates, the rectangle crossbeam of described horizontal peg stiffener comprises the first rectangular steel plates and the second rectangular steel plates that length is different, the rectangle crossbeam of described vertical peg stiffener comprises the 3rd rectangular steel plates and the 4th rectangular steel plates that length is different, this first rectangular steel plates, the second rectangular steel plates and the 3rd rectangular steel plates, the head end of the 4th rectangular steel plates pools together welding and forms the groined type structure, and in four the first weld seam and the second weld seams that corners formation is intervally arranged of groined type structure, this first weld seam is mutually vertical with the second weld seam.
Preferably, each peg of the connected node position of described well formula Vierendeel girder all passes arch without beam and concrete column.
Preferably, the rectangle crossbeam of described horizontal peg stiffener comprises the first rectangular steel plates and the second rectangular steel plates that length is different, the rectangle crossbeam of described vertical peg stiffener comprises the 3rd rectangular steel plates and the 4th rectangular steel plates that length is different, the head end of this first rectangular steel plates, the second rectangular steel plates and the 3rd rectangular steel plates, the 4th rectangular steel plates pools together welding and forms the groined type structure, and in four the first weld seam and the second weld seams that corners formation is intervally arranged of groined type structure, this first weld seam is mutually vertical with the second weld seam.
Preferably, the head end of described the second rectangular steel plates and the 4th rectangular steel plates extends welding section and switching phase, and the switching phase of each second rectangular steel plates and the 4th rectangular steel plates encloses the four edges that forms the groined type structure centre.
Preferably, described peg is a bond pads at vertically peg stiffener and the laterally upper surface of the rectangle crossbeam of peg stiffener in twos, and respectively organizes and keep at regular intervals between the peg.
Preferably, each peg comprises peg bar and peg cap, and the bottom welding of this peg bar is in the upper surface of vertical peg stiffener and horizontal peg stiffener.
Preferably, described arch without beam is Concrete Slab, at least hidden two-layer arrangement of reinforcement in this arch without beam, every layer of equal horizontal, vertical being laid in the same plane of arrangement of reinforcement, and, the horizontal stroke of each arrangement of reinforcement, be longitudinally set with the horizontal peg stiffener of putting direction and well formula Vierendeel girder, vertically the peg stiffener horizontal stroke, be longitudinally set with that to put direction identical.
Preferably, the arrangement of reinforcement of described arch without beam has two-layer up and down, its at the middle and upper levels arrangement of reinforcement be laid on the surface of well formula Vierendeel girder, this lower floor's arrangement of reinforcement places the bottom surface of well formula Vierendeel girder.
Preferably, described concrete column is reinforcing bar or profile steel concrete column, and it is cylinder or square column structure.
Preferably, vertically be provided with some reinforcing ribs in the described concrete column.
The present invention compared with prior art has obvious advantage and beneficial effect, particularly, as shown from the above technical solution, its node area that mainly is concrete column and arch without beam intersect adopts well formula Vierendeel girder to strengthen, but its punch resistant capability of Effective Raise, need not to arrange in addition cap, have vertical, the horizontal bending resistance in raising floor structure and support column junction and the effect of anti-seismic performance, also can make things convenient for simultaneously the node processing of concrete column and floor structure and reduce difficulty of construction.
In addition, the horizontal peg stiffener of well formula Vierendeel girder and vertical peg stiffener are by being welded, and peg is vertically set on the upper surface of rectangle crossbeam, when arch without beam and concrete column monobloc cast, this peg can effectively be strengthened the anchoring effect of well formula Vierendeel girder between arch without beam and concrete column.
For more clearly setting forth architectural feature of the present invention and effect, the present invention is described in detail below in conjunction with accompanying drawing and specific embodiment.
Description of drawings
Fig. 1 is overall structure schematic diagram of the present invention;
Fig. 2 is partial cross section of the present invention perspective view;
Fig. 3 is the front view of well formula Vierendeel girder of the present invention;
Fig. 4 is the exploded view of Fig. 3;
Fig. 5 is the structural representation of the rectangular steel plates of well formula Vierendeel girder of the present invention;
Fig. 6 is the structural representation of the present invention's peg.
The accompanying drawing identifier declaration:
10, concrete column 11, reinforcing rib
20, arch without beam
30, well formula Vierendeel girder 31, horizontal peg stiffener
311, the first rectangular steel plates 312, the second rectangular steel plates
313, welding section 314, switching phase
32, vertical peg stiffener 321, the 3rd rectangular steel plates
322, the 4th rectangular steel plates 33, rectangle crossbeam
34, peg 341, peg bar
342, peg cap 35, the first weld seam
36, the second weld seam 40, arrangement of reinforcement.
The specific embodiment
Please refer to illustrated in figures 1 and 2ly, the concrete structure that it has demonstrated the present invention's preferred embodiment includes well formula Vierendeel girder 30, arrangement of reinforcement 40 in concrete column 10, arch without beam 20 and the arch without beam 20, this concrete column 10 and arch without beam 20 monobloc casts.
Wherein, as shown in Figure 2, described well formula Vierendeel girder 30 is positioned at the connected node position that concrete column 10 and arch without beam 20 intersect, and it is concealed in arch without beam 20 planes.As shown in Figure 3, this well formula Vierendeel girder 30 comprises two horizontal peg stiffeners 31 and two vertical peg stiffeners 32, this horizontal peg stiffener 31 be connected mutual vertical connection of peg stiffener 32, and as shown in Figure 4, each horizontal peg stiffener 31 and vertical peg stiffener 32 include rectangle crossbeam 33 and several pegs 34, these peg 34 equal vertical weldings are in the upper surface of rectangle crossbeam 33, and all pass between arch without beam 20 and the concrete column 10 at each peg 34 of connected node position.
In the present embodiment, in conjunction with Fig. 3 and Fig. 4, the rectangle crossbeam 33 of the horizontal peg stiffener 31 of each bar and vertical peg stiffener 32 all is to be welded by two sections rectangular steel plates (see figure 5)s.See Fig. 4, the rectangle crossbeam 33 of described horizontal peg stiffener 31 is to be made of length different the first rectangular steel plates 311 and the second rectangular steel plates 312, the rectangle crossbeam 33 of described vertical peg stiffener 32 is to be made of length different the 3rd rectangular steel plates 321 and the 4th rectangular steel plates 322, this first rectangular steel plates 311, the second rectangular steel plates 312 and the 3rd rectangular steel plates 321, the head end of the 4th rectangular steel plates 322 pools together welding and forms groined type structure (seeing Fig. 3), and in four the first weld seam 35 and the second weld seams 36 that corners formation is intervally arranged of groined type structure, this first weld seam 35 is mutually vertical with the second weld seam 36.Particularly, the head end of described the second rectangular steel plates 312 and the 4th rectangular steel plates 322 extends welding section 313 and switching phase 314, and the switching phase 314 of each second rectangular steel plates 312 and the 4th rectangular steel plates 322 encloses the four edges (see figure 3) that forms the groined type structure centre.
As shown in Figure 4, described peg 34 is that a bond pads is at vertically peg stiffener 32 and the laterally upper surface of peg stiffener 31 in twos, and respectively organize and keep at regular intervals between the peg 34, particularly, as shown in Figure 6, each peg 34 includes peg bar 341 and peg cap 342, welds in the bottom of this peg bar 341.
As shown in Figure 2, described arch without beam 20 is Concrete Slab 20, arrangement of reinforcement 40 in this arch without beam 20 has at least two-layer, its every layer arrangement of reinforcement 40 is all horizontal, vertical being laid in the same plane, and, the horizontal stroke of each arrangement of reinforcement 40, be longitudinally set with the horizontal peg stiffener 31 of putting direction and well formula Vierendeel girder 30, the horizontal stroke of vertical peg stiffener 32, be longitudinally set with that to put direction identical, its at the middle and upper levels arrangement of reinforcement 40 be laid on the surface of well formula Vierendeel girder 30, this lower floor's arrangement of reinforcement 40 is passed by the below, bottom surface of well formula Vierendeel girder 30, thereby behind the arch without beam 20 integrated poured concrete, this well formula Vierendeel girder 30 is embedded in the arch without beam 20, can not expose the superstructure surface.
As shown in Figure 2, described concrete column 10 is reinforcing bar or profile steel concrete column 10, is supporting arch without beam 20, and it can be cylinder or square or rectangular column structure, joins shaped steel in it and can be passed by the middle hole of well formula Vierendeel girder.In addition, these concrete column 10 interior some reinforcing ribs 11 that vertically are provided with, this reinforcing rib 11 can be round steel or angle steel.The horizontal peg stiffener 31 of well formula Vierendeel girder 30, vertically the arrangement of reinforcement 40 of peg stiffener 32, arch without beam 20 in the top of this concrete column 10 all can with reinforcing rib 11 anchorings.
Work progress of the present invention is as follows:
At first, welding well formula Vierendeel girder 30, make two sections vertical peg stiffeners 32 be vertically welded in respectively the both sides of the central point of horizontal peg stiffener 31, and calculate to guarantee bonding strength by the welding of equal strength design, so that the Vierendeel girder of superstructure forms the groined type structure.
Then in the upper surface weld stud 34 of well word rectangle crossbeam forming well formula Vierendeel girder 30, and this well formula Vierendeel girder 30 is lifted on the top of concrete column 10 formworks.
Then, lay netted arrangement of reinforcement 40 in the above and below of cross steel frame, these arrangement of reinforcement 40 horizontal strokes, be longitudinally set with that to put direction identical with horizontal stroke, the longitudinal direction of laterally peg stiffener 31, vertical peg stiffener 32.
At last, seal the template of concrete column 10 and arch without beam 20, can form whole arch without beam 20 by concreting, certainly, the concreting in the concrete column 10 should be poured into a mould prior to superstructure, otherwise should keep support, avoids well formula Vierendeel girder 30 stressed.
By experimental results demonstrate, above-mentioned well formula Vierendeel girder 30 is placed between concrete column 10 and the arch without beam 20, can greatly strengthen shock resistance and the punch resistant capability of building structure.
In sum, design focal point of the present invention is, it mainly is to adopt well formula Vierendeel girder 30 to strengthen in the node area that concrete column 10 and arch without beam 20 intersect, but its punch resistant capability of Effective Raise, need not to arrange in addition cap, have the floor structure of raising and the bending rigidity of support column junction and the effect of anti-seismic performance, also can make things convenient for simultaneously the node processing of concrete column 10 and floor structure and reduce difficulty of construction.
In addition, the horizontal peg stiffener 31 of well formula Vierendeel girder 30 and vertical peg stiffener 32 are by being welded, and peg 34 is vertically set on the upper surface of rectangle crossbeam 33, effectively strengthens the anchoring effect of well formula Vierendeel girder 30 between arch without beam 20 and concrete column 10.
The above, it only is preferred embodiment of the present invention, be not that technical scope of the present invention is imposed any restrictions, therefore every foundation technical spirit of the present invention all still belongs in the scope of technical solution of the present invention any trickle modification, equivalent variations and modification that above embodiment does.
Claims (9)
1. a well formula Vierendeel girder is strengthened the arch without beam syndeton, comprise arch without beam and concrete column that monobloc cast forms, it is characterized in that: be provided with well formula Vierendeel girder in this arch without beam and concrete column connected node position, this well formula Vierendeel girder comprises two horizontal peg stiffeners and two vertical peg stiffeners, this horizontal peg stiffener be connected mutual vertical connection of peg stiffener, and each horizontal peg stiffener and vertical peg stiffener all are to be made of rectangle crossbeam and several pegs, the equal vertical welding of this peg is in the upper surface of rectangle crossbeam, each bar rectangle crossbeam all is to be welded by two sections rectangular steel plates, the rectangle crossbeam of described horizontal peg stiffener comprises the first rectangular steel plates and the second rectangular steel plates that length is different, the rectangle crossbeam of described vertical peg stiffener comprises the 3rd rectangular steel plates and the 4th rectangular steel plates that length is different, this first rectangular steel plates, the second rectangular steel plates and the 3rd rectangular steel plates, the head end of the 4th rectangular steel plates pools together welding and forms the groined type structure, and in four the first weld seam and the second weld seams that corners formation is intervally arranged of groined type structure, this first weld seam is mutually vertical with the second weld seam.
2. well formula Vierendeel girder according to claim 1 is strengthened the arch without beam syndeton, and it is characterized in that: each peg of the connected node position of described well formula Vierendeel girder all passes between arch without beam and concrete column.
3. well formula Vierendeel girder according to claim 2 is strengthened the arch without beam syndeton, it is characterized in that: the head end of described the second rectangular steel plates and the 4th rectangular steel plates extends welding section and switching phase, and the switching phase of each second rectangular steel plates and the 4th rectangular steel plates encloses the four edges that forms the groined type structure centre.
4. well formula Vierendeel girder according to claim 1 is strengthened the arch without beam syndeton, it is characterized in that: described peg is a bond pads at vertically peg stiffener and the laterally upper surface of the rectangle crossbeam of peg stiffener in twos, and respectively organizes and keep at regular intervals between the peg.
5. well formula Vierendeel girder according to claim 4 is strengthened the arch without beam syndeton, and it is characterized in that: each peg comprises peg bar and peg cap, and the bottom welding of this peg bar is in the upper surface of vertical rectangle crossbeam and horizontal rectangle crossbeam.
6. well formula Vierendeel girder according to claim 5 is strengthened the arch without beam syndeton, it is characterized in that: described arch without beam is Concrete Slab, at least hidden two-layer arrangement of reinforcement in this arch without beam, every layer of equal horizontal, vertical being laid in the same plane of arrangement of reinforcement, and, the horizontal stroke of each arrangement of reinforcement, be longitudinally set with the horizontal peg stiffener of putting direction and well formula Vierendeel girder, vertically the peg stiffener horizontal stroke, be longitudinally set with that to put direction identical.
7. well formula Vierendeel girder according to claim 6 is strengthened the arch without beam syndeton, it is characterized in that: the arrangement of reinforcement of described arch without beam has two-layer up and down, its at the middle and upper levels arrangement of reinforcement be laid on the end face of well formula Vierendeel girder, this lower floor's arrangement of reinforcement places the bottom surface of well formula Vierendeel girder.
8. well formula Vierendeel girder according to claim 1 is strengthened the arch without beam syndeton, it is characterized in that: described concrete column is reinforcing bar or profile steel concrete column, it is cylinder or square or rectangular column structure, in join shaped steel and can be passed by the middle hole of well formula Vierendeel girder.
9. well formula Vierendeel girder according to claim 8 is strengthened the arch without beam syndeton, it is characterized in that: vertically be provided with some reinforcing ribs in the described concrete column.
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| CN2012103324268A CN102864860A (en) | 2012-09-07 | 2012-09-07 | Well-type framed girder reinforced flat slab connecting structure |
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| CN2012103324268A CN102864860A (en) | 2012-09-07 | 2012-09-07 | Well-type framed girder reinforced flat slab connecting structure |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669569A (en) * | 2013-12-10 | 2014-03-26 | 南京工业大学 | Combination hidden beam of pre-buried profile steel |
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| CN1587575A (en) * | 2004-06-30 | 2005-03-02 | 清华大学 | Steel-concrete folding plate combined beam |
| JP3938036B2 (en) * | 2002-12-18 | 2007-06-27 | Ｊｆｅエンジニアリング株式会社 | Flat slab structure |
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| KR20090063694A (en) * | 2007-12-14 | 2009-06-18 | 주식회사 힐 엔지니어링 | Shear reinforcement device for junctional region of column-slab |
| CN201521049U (en) * | 2009-08-27 | 2010-07-07 | 中国建筑第八工程局有限公司 | Floor #-shaped steel shear connector |
| CN201722786U (en) * | 2010-07-02 | 2011-01-26 | 长安大学 | Compound steel tube concrete outer steel tube-disconnection ring beam node |
| CN203022193U (en) * | 2012-09-07 | 2013-06-26 | 华侨大学 | Well type frame beam strengthened flat slab connecting structure |
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2012
- 2012-09-07 CN CN2012103324268A patent/CN102864860A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1997005335A1 (en) * | 1995-07-27 | 1997-02-13 | Michel Equilbec | Wall retention system |
| JP3938036B2 (en) * | 2002-12-18 | 2007-06-27 | Ｊｆｅエンジニアリング株式会社 | Flat slab structure |
| CN1587575A (en) * | 2004-06-30 | 2005-03-02 | 清华大学 | Steel-concrete folding plate combined beam |
| CN101058997A (en) * | 2007-05-18 | 2007-10-24 | 广东省建筑设计研究院 | Ring type steel corbel node for beam-free building cover connection reinforced concrete post |
| KR20090063694A (en) * | 2007-12-14 | 2009-06-18 | 주식회사 힐 엔지니어링 | Shear reinforcement device for junctional region of column-slab |
| CN201521049U (en) * | 2009-08-27 | 2010-07-07 | 中国建筑第八工程局有限公司 | Floor #-shaped steel shear connector |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669569A (en) * | 2013-12-10 | 2014-03-26 | 南京工业大学 | Combination hidden beam of pre-buried profile steel |
| CN103669569B (en) * | 2013-12-10 | 2016-01-20 | 南京工业大学 | A kind of dark beam of combination of pre-buried shaped steel |
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Application publication date: 20130109 |