CN102817414B - Space truss type beam column connecting structure - Google Patents
Space truss type beam column connecting structure Download PDFInfo
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- CN102817414B CN102817414B CN201210275356.7A CN201210275356A CN102817414B CN 102817414 B CN102817414 B CN 102817414B CN 201210275356 A CN201210275356 A CN 201210275356A CN 102817414 B CN102817414 B CN 102817414B
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Abstract
The invention discloses a space truss type beam column connecting structure, which comprises horizontal connecting beams (1), a frame beam (2), inclined struts (3), frame columns (4) and a floor (5), wherein four horizontal connecting beams (1) and four inclined struts (3) are arranged on the periphery of each frame column (4) to form a reverse quadrangular pyramid, wherein the four horizontal connecting beams (1) form a square frame, the upper parts of the four inclined struts (3) are respectively connected to four straight angles of the square frame, and the lower parts of the four inclined struts (3) are respectively connected to the frame columns (4); and the frame beam (2) is indirectly connected with the frame columns (4). According to the invention, plastic hinge energy consumption is formed in a stress concentration region, and the shockproof performance of a reinforced concrete frame structure is remarkably improved.
Description
Technical field
The present invention relates to a kind of space truss type beam column linkage and its implementation, be particularly useful in frame construction, the real ductility energy consume mechanism that forms " strong column and weak beam ", forms plastic hinge at geological process underframe beam-ends, reduces the geological process that frame column is subject to.
Background technology
Earthquake disaster jeopardizes people's lives and properties, has suddenly and destructive, and China is one of country of many earthquakes in the world.In recent years, there is many times violent earthquake in the whole world, comprise Wenchuan devastating earthquake in China in 2008 (8.0 grades), Indonesia's violent earthquake in 2009 (7.9 grades), Qinghai Yushu earthquake (7.1 grades) in 2010, Haiti violent earthquake in 2010 (7.3 grades), Chilean violent earthquake in 2010 (8.8 grades) and eastern Japanese violent earthquake (9.0 grades) etc. in 2011, caused very heavy life and property loss to the mankind.Along with the raising of socioeconomic high speed development and urban modernization degree, will be more and more serious by seismic personnel, property loss.And do not search out so far effective earthquake prediction means yet, and be therefore necessary to improve the anti-seismic performance of structure, strengthen its energy dissipation capacity, to reduce the destruction of structure under severe earthquake action and to collapse, reduce casualty loss.
Reinforced concrete frame structure, with its comparatively good anti-seismic performance and larger architectural space, becomes utilization one of architecture structure form the most widely.Under geological process, reinforced concrete frame structure is along with the difference of the rigidity of structure, and the peak response acceleration under violent earthquake effect may be several times of Ground Acceleration; Carry out antidetonation if bar structure is designed to perfectly elastic state, that will be very uneconomic.For this reason, the Park of New Zealand Canterbury university and Paulay teach and have carried out the structural aseismatic design based on supporting capacity the seventies in last century.This method requires main Lateral Resistant System to select rational energy consume mechanism, and determine thus the dissipative member of some, consume and act on structural seismic energy in the surrender under macroseism by these members, thereby the remainder that makes structural system is in elasticity or accurate elastic stage (possessing higher safety stock), common selected dissipative member is relatively less important structural element or custom-designed energy-dissipating device (as damper).Meanwhile, in the time of design, improve the ductility ability of these dissipative members by strict calculating and construction measure.
For reinforced concrete frame structure, optimal Ductility Design is to wish that main plastic hinge is complete at first
Portion appears at end of frame girder and carrys out earthquake energy, and be then only frame column end and occur plastic hinge, i.e. overall surrender mechanism, or be referred to as " strong column and weak beam " destruction form; Do not wish to occur story yielding mechanism, i.e. the destruction form of " the weak post of brutal ".
But, Wenchuan earthquake seimic disaster census result and repeatedly earthquake disaster show, in earthquake ground motion area strongly, pillar in multistory frame structure destroys serious, almost do not see common seismic design desired " strong column and weak beam " surrender mechanism, in a lot of situations, whole floor system does not almost damage.Particularly adopt the reinforced concrete frame of cast-in-situ floor, be difficult to realize desired " strong column and weak beam " ductile yield mechanism of former seismic design, most crack damage or plastic hinge occur in the end of frame column but not beam-ends.Its one of the main reasons is in seismic design provision in building code (as the ACI318-83 of the GB50011-2001 of China, the U.S.) in early days, when the hogging moment bearing capacity of Computational frame beam end, do not consider the contribution of reinforcing bar in cast-in-situ floor, but correlative study shows, due to floor bar participation work, negative moment of backing plate improves 30% during than non-floor.Therefore, the relative design load of actual bending moment ratio coefficient of bean column node is on the low side, even occurs being less than 1 rough sledding when serious." seismic design provision in building code " of correcting in 2010 (GB5011-2010) in, emphasize should consider while determining bending moment ratio coefficient (framework moment augment factor of column) contribution of reinforcing bar in cast-in-situ floor, but all do not provide clear and definite consideration foundation and manner of execution in specification text and provision explanation.The existing U.S. (ACI-318), New Zealand (NZS-3101 2006), european norm (Eurocode-8 2005) all clearly provides the contribution of considering reinforcing bar in floor, but all do not have accurate must be from dealing with problems in essence.In addition, RC framework is in the time suffering horizontal earthquake action, and seismic direction may be parallel to structure horizontal, longitudinal, or any oblique.Set a roof beam in place in the time bearing seismic load along Oblique 45 Degree direction when an orthogonal frame, node area beam-ends anti-bending bearing capacity sum can amplify 41%, and styletable power is substantially constant.
Summary of the invention
technical problem:the object of the invention is to found a kind of space truss type beam column syndeton; this connection replaces the orthogonal connection of traditional beam column with space truss; not only avoid the reinforcement of floor bar to beam-ends; also horizontal earthquake action is passed to other Vierendeel girders by coupling beam; Vertical Earthquake Loads is passed to coupling beam and Vierendeel girder by diagonal brace; reach the object of energy dispersive and bearer bar trestle, and form plastic hinge power consumption at area of stress concentration, the real ductility energy consume mechanism of realizing " strong column and weak beam ".
technical scheme:space truss type beam column syndeton of the present invention comprises horizontal coupling beam, Vierendeel girder, diagonal brace, frame column, floor; Wherein, each root frame column has four horizontal coupling beams and four diagonal braces around, form quadrangular pyramid, wherein, a tetragonal framework of four horizontal coupling beam compositions, the top of four diagonal braces is connected on 4 right angles of tetragonal framework, and the bottom of four diagonal braces is connected on frame column; Vierendeel girder is not directly connected with frame column, but the node that is horizontal coupling beam and diagonal brace with four summits of this end face of falling quadrangular pyramid is connected.
Floor is not directly connected with frame column, but together with being cast in Vierendeel girder, and floor and connect horizontal coupling beam near but do not water and build up entirety.
Horizontal coupling beam adopts reinforced concrete member, or adopts shaped steel steel reinforced concrete or buckling-restrained energy-dissipation.
By rational Cross section Design, be elongated bending energy-wasting member by Design of Connecting Beam, be easier to enter plastic stage power consumption; Suitable reinforcement is carried out in the cross section being connected with frame column at diagonal brace; Rational Reinforcement Design is carried out at the position that Vierendeel girder, coupling beam and diagonal brace are connected, and strengthens elastoplasticity energy dissipation capacity.
In the time that coupling beam adopts ordinary reinforced concrete member, the vertical muscle of the major part of Vierendeel girder bottom should directly pass through diagonal brace, is connected with the longitudinal reinforcement of frame column, and elongated arrangement of reinforcement, does not block; The vertical muscle of major part at Vierendeel girder top should enter coupling beam after bending, then sets a roof beam in place and be connected with adjacent frame, and elongated arrangement of reinforcement, does not block; In order to strengthen energy dissipation capacity and the globality of Vierendeel girder, coupling beam and diagonal brace connecting portion plastic hinge, vertical the part of Vierendeel girder bottom muscle is bent upwards to the vertical muscle at rear formation coupling beam top, curved under adjacent node again, become the vertical muscle in bottom that adjacent frame is set a roof beam in place, the vertical muscle that the vertical muscle of part at same Vierendeel girder top is bent downwardly rear formation diagonal brace is effectively connected with the vertical muscle of frame column again; In addition, the stirrup of Vierendeel girder, coupling beam and diagonal brace intersection area will suitably be encrypted.
In the time that overall structure is subject to geological process, horizontal earthquake action, from a certain Vierendeel girder imports this space truss beam-column connection into, passes to respectively adjacent two coupling beams and a diagonal brace.The junction stress of Vierendeel girder and coupling beam is concentrated and is occurred plastic hinge power consumption, and under larger seismic load, plastic strain and destruction, dissipation energy further occur coupling beam.In whole process, frame column has only been subject to the fraction geological process that diagonal brace transmits, and what may have adverse effect to it is this fraction geological process component in the horizontal direction.But pillar is connected with four diagonal braces, when geological process that direction transmits, the diagonal brace of reverse side, due to certain rigidity can be provided, can play the effect of bearer bar trestle.In addition, the cross section that diagonal brace is connected with frame column is strengthened, and just can further reduce the destruction that frame column is subject to.Therefore, this space truss type beam column method of attachment can form good protection to frame column.
When horizontal earthquake action is imported into from the direction of vertical this Vierendeel girder, again with another root adjacent frame Liangping row perpendicular to this Vierendeel girder, therefore can be converted into again above-mentioned same situation.When horizontal earthquake action is imported into along other angles,, between above-mentioned two kinds of directions, can be decomposed into two sides that parallel two adjacent frames are set a roof beam in place
To analyzing, still form plastic hinge power consumption in Vierendeel girder, coupling beam and diagonal brace junction.
Vertical Earthquake Loads, from frame column imports this space truss beam-column connection into, passes to coupling beam and Vierendeel girder by diagonal brace, still forms plastic hinge power consumption in Vierendeel girder, coupling beam and diagonal brace junction.
In the time that the Vierendeel girder of frame column and three or other quantity is connected, the rectangular pyramid that only needs to fall makes down triangular pyramid or other corresponding space trusses into, and its Path of Force Transfer is identical with the energy consume mechanism under geological process.
beneficial effect:horizontal earthquake action, from a certain Vierendeel girder imports this space truss beam-column connection into, passes to respectively two coupling beams and a diagonal brace.Because the junction of Vierendeel girder and coupling beam is variable cross-section, easily stress is concentrated, and therefore there will be plastic hinge power consumption.It is more direct that two coupling beams that are connected with this framework beam-ends are compared diagonal brace power transmission, and the geological process being subject to is also larger.Be the elongated flexural member of size by Design of Connecting Beam, under larger seismic load, form after plastic hinge continue beam-ends, also there is plastic strain and destruction in coupling beam, further dissipation energy.Meanwhile, frame column has only been subject to the fraction geological process that diagonal brace transmits, and is subject to the certain supporting role of diagonal brace.Therefore frame column has been subject to good protection, makes reinforced concrete frame structure there will not be story yielding mechanism under geological process, just there will not be total Collapse, thereby has protected personal safety as well as the property safety.Along with the pay attention to day by day of engineering circles to structural seismic performance, this novel beam-column connection will further be applied, and produce significant economic and social benefits.
Brief description of the drawings
Fig. 1 space truss type beam column method of attachment schematic three dimensional views;
Fig. 2 space truss type beam column method of attachment elevation;
Fig. 3 space truss type beam column method of attachment top view;
Coupling beam, Vierendeel girder and diagonal brace connected node enlarged drawing in the method for attachment of Fig. 4 space truss type beam column.
Figure comprises horizontal coupling beam 1, Vierendeel girder 2, diagonal brace 3, frame column 4, floor 5.
Detailed description of the invention
The scheme that the present invention takes is: this beam column method of attachment comprises Vierendeel girder, coupling beam, diagonal brace, frame column and floor.Vierendeel girder is connected with two horizontal coupling beams and a diagonal brace at beam-ends, and diagonal brace lower end is connected with frame column, and two horizontal coupling beams are connected with other two frame girders respectively.Each root pillar around has four coupling beams and four diagonal braces like this, forms quadrangular pyramid, and four Vierendeel girders are not directly connected with frame column, but with four summits of the bottom surface of falling quadrangular pyramid, the intersection point of Vierendeel girder, coupling beam and diagonal brace is connected.Floor is not also directly connected with frame column, but is connected with two frame girders, floor and coupling beam near but do not build to form and be effectively connected.Coupling beam can adopt traditional reinforced concrete member, also can adopt shaped steel steel reinforced concrete or buckling-restrained energy-dissipation, further promotes the energy dissipation capacity of coupling beam.Shaped steel and buckling-restrained energy-dissipation all will with Vierendeel girder, frame column in reinforcing bar form effective connection.Concrete link is as follows:
This space truss type beam column linkage is by the employing of space truss; avoid the reinforcement of floor bar to beam-ends; horizontal earthquake action is passed to other Vierendeel girders by coupling beam; Vertical Earthquake Loads is passed to coupling beam and Vierendeel girder by diagonal brace; reach the object of energy dispersive and bearer bar trestle; and form plastic hinge power consumption at area of stress concentration, the real ductility energy consume mechanism of realizing " strong column and weak beam ".Horizontal earthquake action, from a certain Vierendeel girder imports this space truss beam-column connection into, passes to respectively adjacent two coupling beams and a diagonal brace.Because the junction of Vierendeel girder and coupling beam is variable cross-section, easily stress is concentrated, and therefore there will be plastic hinge power consumption, the plastic strain of coupling beam generation afterwards and destruction, further dissipation energy.Vertical Earthquake Loads, from frame column imports this space truss beam-column connection into, passes to coupling beam and Vierendeel girder by diagonal brace, still forms plastic hinge power consumption in Vierendeel girder, coupling beam and diagonal brace junction.
Claims (2)
1. a space truss type beam column syndeton, is characterized in that: this space truss type beam column syndeton comprises horizontal coupling beam (1), Vierendeel girder (2), diagonal brace (3), frame column (4), floor (5); Wherein, each root frame column (4) has four horizontal coupling beams (1) and four diagonal braces (3) around, form quadrangular pyramid, wherein, a tetragonal framework of four horizontal coupling beams (1) composition, the top of four diagonal braces (3) is connected on 4 right angles of tetragonal framework, and the bottom of four diagonal braces (3) is connected on frame column (4); Vierendeel girder (2) is not directly connected with frame column (4), but the node that is horizontal coupling beam (1) and diagonal brace (3) with four summits of this end face of falling quadrangular pyramid is connected;
Floor (5) is not directly connected with frame column (4), but together with being cast in Vierendeel girder (2), and floor (5) and connect horizontal coupling beam (1) near but do not water and build up entirety.
2. space truss type beam column syndeton according to claim 1, is characterized in that: horizontal coupling beam (1) adopts reinforced concrete member, or adopts shaped steel steel reinforced concrete or buckling-restrained energy-dissipation.
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| CN201210275356.7A CN102817414B (en) | 2012-08-03 | 2012-08-03 | Space truss type beam column connecting structure |
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| CN201210275356.7A CN102817414B (en) | 2012-08-03 | 2012-08-03 | Space truss type beam column connecting structure |
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| CN102817414A CN102817414A (en) | 2012-12-12 |
| CN102817414B true CN102817414B (en) | 2014-07-09 |
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| CN107795010B (en) * | 2017-10-24 | 2023-12-22 | 广东精宏建设有限公司 | Precast beam column joint and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08291557A (en) * | 1995-04-24 | 1996-11-05 | Kajima Corp | Column-beam joining part structure |
| CN2385010Y (en) * | 1999-06-04 | 2000-06-28 | 同济大学 | External mounted square steel tube concrete beam and column connecting node |
| JP2000291133A (en) * | 1999-04-06 | 2000-10-17 | Sumitomo Metal Ind Ltd | Vibration control building structure |
| JP2008127820A (en) * | 2006-11-20 | 2008-06-05 | Taisei Corp | Building having steel-framed vibration damping framework |
| CN201635171U (en) * | 2010-04-20 | 2010-11-17 | 东南大学 | Steel node prefabricating and assembling reinforced concrete frame structure |
-
2012
- 2012-08-03 CN CN201210275356.7A patent/CN102817414B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08291557A (en) * | 1995-04-24 | 1996-11-05 | Kajima Corp | Column-beam joining part structure |
| JP2000291133A (en) * | 1999-04-06 | 2000-10-17 | Sumitomo Metal Ind Ltd | Vibration control building structure |
| CN2385010Y (en) * | 1999-06-04 | 2000-06-28 | 同济大学 | External mounted square steel tube concrete beam and column connecting node |
| JP2008127820A (en) * | 2006-11-20 | 2008-06-05 | Taisei Corp | Building having steel-framed vibration damping framework |
| CN201635171U (en) * | 2010-04-20 | 2010-11-17 | 东南大学 | Steel node prefabricating and assembling reinforced concrete frame structure |
Non-Patent Citations (1)
| Title |
|---|
| 蔡健，周飞，钟国坤，杨春.钢筋混凝土带腋撑框架结构.《科学技术与工程》.2009,第9卷(第20期),第6081-6085，6121页. * |
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