CN102628300A - Steel truss control connecting beam with friction node - Google Patents
Steel truss control connecting beam with friction node Download PDFInfo
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- CN102628300A CN102628300A CN2012101319689A CN201210131968A CN102628300A CN 102628300 A CN102628300 A CN 102628300A CN 2012101319689 A CN2012101319689 A CN 2012101319689A CN 201210131968 A CN201210131968 A CN 201210131968A CN 102628300 A CN102628300 A CN 102628300A
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Abstract
A steel truss control connecting beam with a friction node comprises chord members, diagonal members, vertical members and the friction node, the chord members are T-shaped profile steels arranged on the upper and the lower parts of the connecting beam, the T-shaped profile steels are connected with the friction node through angle irons, and thereby the steel truss control connecting beam with the friction node is formed. The ductility and equivalent viscous damping coefficient he of the steel truss control connecting beam with the friction node disclosed by the invention are remarkably increased in comparison with the ductility and equivalent viscous damping coefficient he of ordinary steel truss connecting beams, and the steel truss control connecting beam with the friction node has good structural seismic resistance and energy-dissipating and shock-absorbing capabilities.
Description
One, technical field
The present invention relates to the company's beam in the field of civil engineering Structural Engineering subject middle-high building engineering shear wall structure, specifically a kind of steel truss control with the friction node connects beam.
Two, background technology
Lian Liang is the first line of defence of highrise building shear wall structure seismic design, is one of primary structure member of highrise building shear wall structure or highrise building frame shear wall structure seismic design most critical.Because the width at hole is little in the shear wall, the span-depth radio of Lian Liang is less, under horizontal earthquake action; The shearing that company's joist support receives is bigger; Under the violent earthquake effect, connect beam brittle shear destruction is taken place easily, structure ductility difference energy dissipation capacity is low, produces structural entity and collapses.Improving the ductility and the energy dissipation capacity that connect beam, is the key of improving the anti-seismic performance of shear wall structure.The ductility of the company of raising for a long time beam and the research of energy dissipation capacity become researcher and engineers and technicians' research focus.Realize that for the company's of realization beam connects beam at the elastic state under little shake and the wind action, under big shake effect bend ductility is destroyed, the dissipation seismic energy, continue the constraint shear wall, avoid joining the limb shear wall and become single limb shear wall.The researcher has proposed successively in concrete structure Lian Liang field that diagonally opposing corner cross reinforcement reinforced concrete coupling beams structural system, rhombus arrangement of reinforcement reinforced concrete coupling beams structural system, channel-section steel reinforced concrete with seam connect the girder construction system, steel reinforced concrete connects the girder construction system.These connect the ductility that girder construction has been improved structure to a certain extent, have improved the member energy dissipation capacity.But because the restriction ductility of concrete material performance is limited with the power consumption raising, construction is complicated in addition, and application is restricted.In order fundamentally to overcome the variety of issue of reinforced concrete coupling beams, the U.S. and Canadian researcher propose steel and connect the girder construction system.Steel connects the girder construction system and connects the girder construction system than concrete and connect beam than concrete structure and be significantly improved aspect structure ductility and the energy dissipation capacity.Become new research focus in field of steel structure research structure ductility and the more excellent company's girder construction of energy dissipation capacity.
Traditional structure system opposing geological process is to realize that through himself intensity and deformation performance its anti-seismic performance can't be regulated voluntarily, does not possess self-control characteristic.And the uncertainty of geological process makes the safety of structure possibly not reach designing requirement, thereby causes heavy damage even collapse.Simultaneously, high building structure wind force proofing design and seismic design are contradictory to the requirement of the rigidity of structure, and high building structure requires big, the cycle weak point of rigidity under wind action, so dynamic effect is little; And rigidity is little under geological process, the cycle is long, can reduce geological process.The approach that will thoroughly solve this contradiction possibly need rely on structure control method, through control device is set, and forms entity by control device and structure itself, resists dynamic loadings such as wind, earthquake jointly, and the dynamic response of structure is reduced.The friction energy-dissipating damping is a kind of form of Passive Control, and it relies on fricative damping or plastic strain dissipation energy.A kind of novel control that the present invention just is being based on above technical background proposition connects the girder construction form.
Three, summary of the invention
It is good to the purpose of this invention is to provide a kind of anti-seismic performance, and structure ductility is big, energy dissipation capacity is strong, have automatic control characteristic, can be used for factory and construct simultaneously in the scene, and a kind of steel truss control with the friction node of convenient for maintaining and replacing connects beam.
The present invention adopts following technical scheme to achieve the above object: provide a kind of steel truss control with the friction node to connect beam, it is to be made up of chord member, brace, montant and friction node.Said chord member is the tee bar that is configured in the upper and lower position of Lian Liang, and tee bar links to each other with angle steel with the friction node, and the steel truss control that forms band friction node connects beam; Lian Liang imbeds at two ends in the shear wall, imbeds end length 0.3-0.4 times for company's beam span.Wherein, The friction node is made up of a mainboard, two subplates, two friction plates, some bolts, offers elongated slot on the mainboard, offers bolt hole on the subplate; Friction plate is arranged between mainboard and two subplates; Whole friction node adopts bolt to apply certain pretightning force, thereby forms a device that can produce slip and frictional force, utilizes force of sliding friction acting power consumption.
Outstanding substantive distinguishing features of the present invention and beneficial effect are:
1, the friction node that connects the beam middle part; Be equivalent to a passive damping control device; Have the Passive Control characteristics; The slip distortion of friction node can realize energy-dissipating and shock-absorbing according to the different parameter regulation of carrying out of the level requirement of providing fortification against earthquakes more effectively with the friction energy-dissipating ability, and then improves the whole anti-seismic performance of shear wall structure system.
2, truss-like reinforcing bar form is adopted at the Lian Liang two ends, can directly imbed shear wall, and ultimate bearing capacity of joints can satisfy shockproof requirements.
3, under big earthquake situations condition; Beam-ends can produce plastic hinge, and the friction node also can produce the plastic strain that can not recover voluntarily, and influence is normally used; Adopt steel work to connect beam repair and replacement very easily, this point almost can't realize for the reinforced concrete coupling beams structure.
4, not only have good anti-seismic performance, good structure ductility, from heavy and light, and force mechanism is also clear than reinforced concrete structure, is convenient to be designed to company's beam form of ductile fracture.
5, steel work connects beam and can adopt factory and scene to construct simultaneously to a certain extent, can bear working load, accelerates speed of application, connects beam economic dispatch characteristics than concrete.
Four, description of drawings
Fig. 1 is the structural representation that the steel truss control of band friction node of the present invention connects beam;
Fig. 2 is the organigram of the friction node among Fig. 1;
Fig. 3 is the A-A sectional view among Fig. 2.
Fig. 4 is the assembling sketch map that the steel truss control of the described band friction of invention node connects beam and concrete wall limb.
Five, the specific embodiment
Below in conjunction with accompanying drawing and embodiment the present invention is described in further detail.
Map 1, Fig. 4, the steel truss control of band of the present invention friction node connects beam, and it is to be made up of upper chord 1, lower chord 2, first brace 3, second brace 4, friction node 5, the 3rd brace 6, montant 7.Wherein, upper chord 1, lower chord 2, montant 7 constitutes rectangular configuration, and the 3rd brace 6, montant 7 be the web member and the montant of shear wall node area, and first brace 3, second brace 4 are double angle, and the 3rd brace 6 is cross-shaped, and each rod member employing is welded to connect; Lian Liang imbeds at two ends in the shear wall, imbeds end length 0.3-0.4 times for company's beam span.
Map 2 and Fig. 3, friction node 5 are made up of a mainboard 8, two subplates 9, two friction plates 10, some bolts 11; Offer elongated slot on the mainboard 8; Offer bolt hole on two subplates 9; Friction plate 10 is arranged between mainboard 8 and two subplates 9, and first brace 3 welds together with two subplates 9 with mainboard 8, second brace 4, and whole friction node employing bolt 11 applies certain pretightning force; Thereby form a device that can produce slip and frictional force, utilize force of sliding friction acting power consumption.Below be the structural performance index contrast that two kinds of multi-form steel trusss connect beam:
The steel truss control of table 1 band friction node connects the result of the test of beam
Find out that from the result of the test of table 1 the steel truss control of band friction node connects displacement ductility μ, the equivalent viscous h of beam
eAll connect beam and be significantly improved, show that its anti-seismic performance is good, good energy-dissipating and shock-absorbing ability is arranged than ordinary steel truss.
Claims (4)
1. the steel truss control with the friction node connects beam; It is characterized in that; It is to be made up of chord member, brace, montant and friction node; Said chord member is the tee bar that is configured in the upper and lower position of Lian Liang, and tee bar links to each other with angle steel with the friction node, and the steel truss control that forms band friction node connects beam.
2. the steel truss control of band friction node according to claim 1 connects beam, it is characterized in that said friction node is made up of a mainboard, two subplates, two friction plates, some bolts; Offer elongated slot on the mainboard; Offer bolt hole on the subplate, friction plate is arranged between mainboard and two subplates, and whole friction node adopts bolt to apply certain pretightning force; Form a device that can produce slip and frictional force, utilize force of sliding friction acting power consumption.
3. the steel truss control of band friction node according to claim 1 connects beam, it is characterized in that, the slip distortion of said friction node and friction energy-dissipating ability require to carry out parameter regulation according to the level of providing fortification against earthquakes.
4. the steel truss control of band according to claim 1 friction node connects beam, it is characterized in that said Lian Liang imbeds in the shear wall at two ends, imbed end length for the 0.3-0.4 that connects beam span doubly.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2012101319689A CN102628300A (en) | 2012-05-02 | 2012-05-02 | Steel truss control connecting beam with friction node |
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| CN2012101319689A CN102628300A (en) | 2012-05-02 | 2012-05-02 | Steel truss control connecting beam with friction node |
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| CN102628300A true CN102628300A (en) | 2012-08-08 |
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| CN2012101319689A Pending CN102628300A (en) | 2012-05-02 | 2012-05-02 | Steel truss control connecting beam with friction node |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103615069A (en) * | 2013-12-02 | 2014-03-05 | 广西科技大学 | Trussed steel rib concrete coupling beam |
| CN103758215A (en) * | 2014-01-06 | 2014-04-30 | 同济大学 | Slidable friction type connecting node capable of preventing progressive collapse of truss structure |
| CN104652643A (en) * | 2015-01-30 | 2015-05-27 | 河南理工大学 | Self-reset high-energy-consumption shape-memory-alloy friction damper |
| CN106638950A (en) * | 2016-11-22 | 2017-05-10 | 大连理工大学 | Friction energy consumption beam-column joint for prefabricated structure |
| CN110206225A (en) * | 2019-06-20 | 2019-09-06 | 大连理工大学 | The shearing steel truss coupling beam of fast quick-recovery after a kind of shake with frcition damper |
| CN111472262A (en) * | 2020-05-20 | 2020-07-31 | 蚌埠龙淮建筑科技有限公司 | Steel structure bridge truss with buffering characteristic |
| WO2020252836A1 (en) * | 2019-06-20 | 2020-12-24 | 大连理工大学 | Post-earthquake rapid recovery bended steel truss connecting beam having friction dampers |
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| WO1993014279A1 (en) * | 1992-01-21 | 1993-07-22 | Paul Weidlinger | Lateral force resisting structures and connections therefor |
| CN201144461Y (en) * | 2008-01-09 | 2008-11-05 | 广西大学 | Profiled bar connective girder with friction damping node |
| CN201148666Y (en) * | 2008-01-09 | 2008-11-12 | 广西大学 | Steel truss combined connecting girder |
| CN201158899Y (en) * | 2008-03-04 | 2008-12-03 | 广西大学 | Steel truss steel bone concrete beam |
| CN101802320A (en) * | 2007-05-22 | 2010-08-11 | Som设计事务所 | Seismic structural device |
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2012
- 2012-05-02 CN CN2012101319689A patent/CN102628300A/en active Pending
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| WO1993014279A1 (en) * | 1992-01-21 | 1993-07-22 | Paul Weidlinger | Lateral force resisting structures and connections therefor |
| CN101802320A (en) * | 2007-05-22 | 2010-08-11 | Som设计事务所 | Seismic structural device |
| CN201144461Y (en) * | 2008-01-09 | 2008-11-05 | 广西大学 | Profiled bar connective girder with friction damping node |
| CN201148666Y (en) * | 2008-01-09 | 2008-11-12 | 广西大学 | Steel truss combined connecting girder |
| CN201158899Y (en) * | 2008-03-04 | 2008-12-03 | 广西大学 | Steel truss steel bone concrete beam |
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| 邓志恒等: "新型组合连梁控制结构体系", 《世界地震工程》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103615069A (en) * | 2013-12-02 | 2014-03-05 | 广西科技大学 | Trussed steel rib concrete coupling beam |
| CN103758215A (en) * | 2014-01-06 | 2014-04-30 | 同济大学 | Slidable friction type connecting node capable of preventing progressive collapse of truss structure |
| CN103758215B (en) * | 2014-01-06 | 2016-02-17 | 同济大学 | Prevent the slidably friction-type connection node of trussed construction generation Progressive Collapse |
| CN104652643A (en) * | 2015-01-30 | 2015-05-27 | 河南理工大学 | Self-reset high-energy-consumption shape-memory-alloy friction damper |
| CN104652643B (en) * | 2015-01-30 | 2017-01-25 | 河南理工大学 | Self-reset high-energy-consumption shape-memory-alloy friction damper |
| CN106638950A (en) * | 2016-11-22 | 2017-05-10 | 大连理工大学 | Friction energy consumption beam-column joint for prefabricated structure |
| CN106638950B (en) * | 2016-11-22 | 2022-07-15 | 大连理工大学 | Friction energy consumption type beam column joint with prefabricated structure |
| CN110206225A (en) * | 2019-06-20 | 2019-09-06 | 大连理工大学 | The shearing steel truss coupling beam of fast quick-recovery after a kind of shake with frcition damper |
| WO2020252835A1 (en) * | 2019-06-20 | 2020-12-24 | 大连理工大学 | Shear-type steel truss coupling beam having friction dampers for fast post-earthquake recovery |
| WO2020252836A1 (en) * | 2019-06-20 | 2020-12-24 | 大连理工大学 | Post-earthquake rapid recovery bended steel truss connecting beam having friction dampers |
| CN111472262A (en) * | 2020-05-20 | 2020-07-31 | 蚌埠龙淮建筑科技有限公司 | Steel structure bridge truss with buffering characteristic |
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Application publication date: 20120808 |