CN105780960A - Fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint - Google Patents
Fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint Download PDFInfo
- Publication number
- CN105780960A CN105780960A CN201610267730.7A CN201610267730A CN105780960A CN 105780960 A CN105780960 A CN 105780960A CN 201610267730 A CN201610267730 A CN 201610267730A CN 105780960 A CN105780960 A CN 105780960A
- Authority
- CN
- China
- Prior art keywords
- buckling
- energy
- concrete
- girder steel
- web
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The invention provides a fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint which comprises two buckling-restrained flange metal plate energy-consuming dampers, two high-strength web connecting plates, a first pre-buried steel beam and a second pre-buried steel beam. One end of the first pre-buried steel beam is buried in a concrete column while the other end of the same outwards extends out of a column face, one end of the second pre-buried steel beam is buried in a concrete beam while the other end of the same outwards extends out of a beam end face, upper and lower flanges of the first pre-buried steel beam and the second pre-buried steel beam are connected through the buckling-restrained flange metal plate energy-consuming dampers, and two sides of the middles of the first pre-buried steel beam and the second pre-buried steel beam are connected through the high-strength web connecting plates. The fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint has the advantages that outward moving of a plastic hinge from the column beam can be realized through the buckling-restrained energy-consuming joint, so that damage to a core area of the buckling-restrained energy-consuming joint is reduced, and anti-seismic performance requirements on 'strong column and weak beam' and 'strong shearing and weak bending' are met.
Description
Technical field
The present invention relates to a kind of beam column built from concrete energy dissipation node, particularly to a kind of full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node.
Background technology
At present, secondary is all there is and builds problem (wet type connection) in conventional prefabricated assembled frame structure at connecting portion, and cloth muscle is complicated, quality not easily ensures, long construction period, need nonetheless remain for using substantial amounts of support in construction, these are fast to prefabricated construction speed of application, the feature of industrialized production creates adverse influence.Particular, it is important that in prefabricated assembled concrete frame construction, node and connected mode thereof are the most important links of prefabricated assembled concrete structural framing, it also it is link the weakest in total system.Show according to all previous earthquake (in north ridge earthquake, Kobe earthquake and Wenchuan violent earthquake) investigation, substantial amounts of prefabricated assembled concrete structural damage or collapse, mainly all concentrate on structure node position, the anti-seismic performance requirement of the weak component of strong node being not carried out in Aseismic Design requiring, thus causing structural deterioration or collapsing.The connection reliability difference of fabricated construction node and node area damage after the problems such as reparation difficulty is big, all limit prefabricated assembled concrete structure and take place frequently in earthquake the engineering application in district.Therefore, the anti-seismic performance how improving prefabricated construction has become the research emphasis of domestic Structural Engineering field building industrialization.
In traditional assembling frame structure, structure carries out consuming energy mainly by self plastic deformation, but the damage that structure produces under severe earthquake action and destruction bring great difficulty all to reparation and follow-up use, therefore, traditional assembling frame structure has not more and more adapted to people's require that structural seismic performance.By the cushion technique of passive energy-consumption damper is applied in assembly concrete frame structure system, it is possible to the failure mode of control structure, makes structure installing the concentration deformation power consumption of energy-consumption damper place, alleviate the damage of primary structural member.For this, needing a kind of novel energy-consumption shock-absorbing assembling type node of research and development badly, enabling to realize plastic hinge, thus improving ductility of joint, it is to avoid column beam joint generation brittle break under severe earthquake action.
Summary of the invention
The technical problem to be solved in the present invention, it is in that to provide a kind of full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node, realize plastic hinge by this anti-buckling energy-consumption node to be moved out from cylinder, thus reducing the damage to anti-buckling energy-consumption joint cores, it is achieved the anti-seismic performance requirement of " strong column and weak beam " and " strong shear capacity and weak bending capacity ".
The present invention is achieved in that full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node, and described anti-buckling energy-consumption node includes two anti-buckling edge of a wing metallic plate energy-consumption dampers, two pieces of high-strength web connecting plates, one piece of first pre-buried girder steel and one piece of second pre-buried girder steel；
One end of described first pre-buried girder steel is imbedded in described concrete column, the protruding cylinder of the other end；One end of described second pre-buried girder steel is imbedded in described beams of concrete, the protruding beam-ends face of the other end；
The upper lower flange of described first pre-buried girder steel and the second pre-buried girder steel is connected by anti-buckling edge of a wing metallic plate energy-consumption damper described in two；Both sides in the middle part of described first pre-buried girder steel and the second pre-buried girder steel are connected by web connecting plate high-strength described in two.
Further, every described anti-buckling edge of a wing metallic plate energy-consumption damper all includes a metallic plate, a rectangular sleeve and a thin rubber layers or without binding material layer；Described rectangular sleeve is sheathed in the middle part of described metallic plate；Described thin rubber layers or be arranged on the inner surface of described rectangular sleeve without binding material layer.
Further, described metallic plate is respectively provided with a local deepened gradually from left to right and weakens breach in the both sides at middle part, and described rectangular sleeve is set in this local and weakens on breach.
Further, described first pre-buried girder steel includes the first web, and is connected to the first top flange plate and the first bottom wing listrium at these upper and lower two ends of the first web；Described second pre-buried girder steel includes one second web, and is connected to the second top flange plate and the second bottom wing listrium at these upper and lower two ends of the second web；The one end of the described metallic plate being arranged on upper end is connected with described first top flange plate by multiple frictional high-strength bolts, and the other end is connected with described second top flange plate by multiple frictional high-strength bolts；The one end of the described metallic plate being arranged on lower end is connected with described first bottom wing listrium by multiple frictional high-strength bolts, and the other end is connected with described second bottom wing listrium by multiple frictional high-strength bolts；The both sides, front and back of described first web and the second web are connected each through the two ends of multiple frictional high-strength bolts with described high-strength web connecting plate.
Further, described high-strength web connecting plate is provided with a square or arc notch in the side at middle part.
Further, one first diaphragm plate it is provided with between described first top flange plate and the first bottom wing listrium；One second diaphragm plate it is provided with between described second top flange plate and the second bottom wing listrium.
There is advantages that
1, each component that the present invention uses all can be standardized producing in factory, bolt is all adopted to be attached during construction, it is possible not only to avoid the wet trade at scene, accelerating construction progress and guarantee construction quality, advantageously reduce labor cost, and prefabricated assembled frame structure can be avoided, the problem includes: secondary builds problem in connecting portion problem, there is very strong engineering usability；Each component and type of attachment thereof are all relatively easy simultaneously, transport also very convenient；
2, weak location can be formed on Vierendeel girder by anti-buckling edge of a wing metallic plate energy-consumption damper, and realize plastic hinge and be moved out from cylinder, thus reducing the damage to anti-buckling energy-consumption joint cores, form energy-dissipating type beam hinge surrender mechanism, realize " strong column and weak beam " anti-seismic performance requirement, " strong shear capacity and weak bending capacity " anti-seismic performance requirement can be realized by high-strength web connecting plate simultaneously；
3, anti-buckling energy-consumption node of the present invention shows as behavioral inelasticity when normally using or under little shake effect, therefore when suffering the earthquake less than fortification intensity, it is possible to support earthquake-resistant effect by the rigidity of structure self；In, under big shake effect, the damage of structure is concentrated mainly on the metallic plate energy-consumption damper of the anti-buckling edge of a wing, main body beam column component then can almost without damage under the displacement level of design, this can be prevented effectively from node global failure, repair after less shake, generally has only to maintenance or changes anti-buckling edge of a wing metallic plate energy-consumption damper.
4, being provided with square or arc notch in high-strength web connecting plate, equipment pipe can or arc notch square from this traverse, it is possible to increases the building to indoor pure space height and uses functional requirement.
Accompanying drawing explanation
The present invention is further illustrated in conjunction with the embodiments with reference to the accompanying drawings.
Fig. 1 is the elevational schematic view of anti-buckling energy-consumption node of the present invention.
Fig. 2 is the schematic diagram of anti-buckling edge of a wing metallic plate energy-consumption damper in the present invention.
Fig. 3 is the profile in Fig. 2 along C-C direction.
Fig. 4 is the profile in Fig. 1 along A-A direction.
Fig. 5 is the profile in Fig. 1 along B-B direction.
Fig. 6 is the elevational schematic view of the frame structure adopting anti-buckling energy-consumption node of the present invention to connect.
Fig. 7 adopts after the present invention half across the stress schematic diagram of Vierendeel girder.
Fig. 8 is the schematic diagram of the frame structure inefficacy mechanism after adopting the present invention.
Detailed description of the invention
Refer to shown in Fig. 1 to Fig. 8, full-prefabricated assembled concrete post 5 beams of concrete 6 anti-buckling energy-consumption node 100, described anti-buckling energy-consumption node 100 includes two anti-buckling edge of a wing metallic plate energy-consumption dampers, and (English name: Buckling-RestrainedPlateDamper is called for short: BRPD) 2, one piece of first pre-buried girder steel 3 of 1, two pieces of high-strength web connecting plates and one piece of second pre-buried girder steel 4；
One end of described first pre-buried girder steel 3 is imbedded in described concrete column 5, the protruding cylinder of the other end, and outward extending length can require to arrange according to practice of construction；One end of described second pre-buried girder steel 4 is imbedded in described beams of concrete 6, the protruding beam-ends face of the other end, and outward extending length can require to arrange according to practice of construction；Described first pre-buried girder steel 3 is connected by anti-buckling edge of a wing metallic plate energy-consumption damper 1 described in two with the upper lower flange of the second pre-buried girder steel 4；Described first pre-buried girder steel 3 is connected by high-strength web connecting plate 2 described in two with the both sides in the middle part of the second pre-buried girder steel 4.
Please emphasis with reference to shown in Fig. 2 and Fig. 3, every described anti-buckling edge of a wing metallic plate energy-consumption damper 1 all includes a metallic plate 11, and (this metallic plate 11 is main stress dissipative cell, need to possess that yield strength is low, the good feature of ductility, generally adopt Low Yield Point Steel or mild steel to make), a rectangular sleeve 12 and a thin rubber layers or without binding material layer 13；Described rectangular sleeve 12 is sheathed in the middle part of described metallic plate 11, is used for retraining metallic plate 11, it is prevented that it is flexing in pressurized process；Described thin rubber layers or be arranged on the inner surface of described rectangular sleeve 12 without binding material layer 13, this thin rubber layers or be possible to prevent peripheral rectangular sleeve 12 jointly to bear xial feed by rubbing or cohering with metallic plate 11 without binding material layer 13.Described metallic plate 11 is respectively provided with a local deepened gradually from left to right and weakens breach 111 in the both sides at middle part, and to form weak location on Vierendeel girder, described rectangular sleeve 12 is set in this local and weakens on breach 111.
Described first pre-buried girder steel 3 includes the first web 31, and is connected to first top flange plate 32 and the first bottom wing listrium 33 at these the first web about 31 two ends, and namely this first pre-buried girder steel 3 is steel I-beam；Described second pre-buried girder steel 4 includes one second web 41, and is connected to second top flange plate 42 and the second bottom wing listrium 43 at these the second web about 41 two ends, and namely this second pre-buried girder steel 4 is steel I-beam；The one end of the described metallic plate 11 being arranged on upper end is connected with described first top flange plate 32 by multiple frictional high-strength bolts 7, and the other end is connected with described second top flange plate 42 by multiple frictional high-strength bolts 7；The one end of the described metallic plate 11 being arranged on lower end is connected with described first bottom wing listrium 33 by multiple frictional high-strength bolts 7, and the other end is connected with described second bottom wing listrium 43 by multiple frictional high-strength bolts 7；Described first web 31 is connected each through the two ends of multiple frictional high-strength bolts 7 with described high-strength web connecting plate 2 with the both sides, front and back of the second web 41.In use, when in, make anti-buckling edge of a wing metallic plate energy-consumption damper 1 or high-strength web connecting plate 2 be subjected to damage under the effect of big shake time, have only to screw out frictional high-strength bolts 7, change new anti-buckling edge of a wing metallic plate energy-consumption damper 1 or high-strength web connecting plate 2 again, therefore can fast and easy reparation, and reduce the cost of reparation.
Described high-strength web connecting plate 2 is provided with a square or arc notch 21 in the side at middle part, and in the specific implementation, equipment pipe etc. can pass directly square from this or arc notch 21, it is possible to increases the building to indoor pure space height and uses functional requirement.
It is provided with one first diaphragm plate 34, to increase the fathers and sons competition stability of steel I-beam between described first top flange plate 32 and the first bottom wing listrium 33；It is provided with one second diaphragm plate 44, to increase the fathers and sons competition stability of steel I-beam between described second top flange plate 42 and the second bottom wing listrium 43.
Please emphasis with reference to shown in Fig. 6, anti-buckling energy-consumption node 100 of the present invention is in use, it is possible to concrete column 5 and beams of concrete 6 are assembled together one by one by this anti-buckling energy-consumption node 100, thus realizing the structure to building frame construction.
Anti-buckling energy-consumption principle of the present invention is as follows: asking emphasis with reference to shown in Fig. 7, moment M and shear V that beam-ends can be born by the anti-buckling energy-consumption node 100 of the present invention are decomposed, and are born by different structures respectively.Wherein, moment M is born by anti-buckling edge of a wing metallic plate energy-consumption damper 1, resolves into, by moment M, pulling force and the pressure N that anti-buckling edge of a wing metallic plate energy-consumption damper 1 bears；Shear V is then undertaken by high-strength web connecting plate 2.This anti-buckling energy-consumption node 100 shows as behavioral inelasticity when normal use or little shake；In, under big shake effect, anti-buckling edge of a wing metallic plate energy-consumption damper 1 is surrender under the effect of pulling force and pressure N, forms plastic hinge c power consumption in the installation place of beam-ends anti-buckling edge of a wing metallic plate energy-consumption damper 1.Owing to anti-buckling edge of a wing metallic plate energy-consumption damper 1 is arranged on the certain distance of distance beam-column connection root, the middle part of the metallic plate 11 of anti-buckling edge of a wing metallic plate energy-consumption damper 1 is provided with local weakening breach 111 simultaneously, therefore, weak location can be formed on Vierendeel girder, realize plastic hinge c and be moved out (as shown in Figure 8 from cylinder, wherein, framework when a represents not deformed, b represents the framework after deformation), thus reducing the damage to anti-buckling energy-consumption joint cores, form energy-dissipating type beam hinge surrender mechanism, it is achieved " strong column and weak beam " effect.
In a word, there is advantages that
1, each component that the present invention uses all can be standardized producing in factory, bolt is all adopted to be attached during construction, it is possible not only to avoid the wet trade at scene, accelerating construction progress and guarantee construction quality, advantageously reduce labor cost, and prefabricated assembled frame structure can be avoided, the problem includes: secondary builds problem in connecting portion problem, there is very strong engineering usability；Each component and type of attachment thereof are all relatively easy simultaneously, transport also very convenient；
2, weak location can be formed on Vierendeel girder by anti-buckling edge of a wing metallic plate energy-consumption damper, and realize plastic hinge and be moved out from cylinder, thus reducing the damage to anti-buckling energy-consumption joint cores, form energy-dissipating type beam hinge surrender mechanism, realize " strong column and weak beam " anti-seismic performance requirement, " strong shear capacity and weak bending capacity " anti-seismic performance requirement can be realized by high-strength web connecting plate simultaneously；
3, anti-buckling energy-consumption node of the present invention shows as behavioral inelasticity when normally using or under little shake effect, therefore when suffering the earthquake less than fortification intensity, it is possible to support earthquake-resistant effect by the rigidity of structure self；In, under big shake effect, the damage of structure is concentrated mainly on the metallic plate energy-consumption damper of the anti-buckling edge of a wing, main body beam column component then can almost without damage under the displacement level of design, this can be prevented effectively from node global failure, repair after less shake, generally has only to maintenance or changes anti-buckling edge of a wing metallic plate energy-consumption damper.
4, being provided with square or arc notch in high-strength web connecting plate, equipment pipe can or arc notch square from this traverse, it is possible to increases the building to indoor pure space height and uses functional requirement.
Although the foregoing describing the specific embodiment of the present invention; but those familiar with the art is to be understood that; we are merely exemplary described specific embodiment; rather than for the restriction to the scope of the present invention; those of ordinary skill in the art, in the equivalent modification made according to the spirit of the present invention and change, should be encompassed in the scope of the claimed protection of the present invention.
Claims (6)
1. a full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node, it is characterised in that: described anti-buckling energy-consumption node includes two anti-buckling edge of a wing metallic plate energy-consumption dampers, two pieces of high-strength web connecting plates, one piece of first pre-buried girder steel and one piece of second pre-buried girder steel；
One end of described first pre-buried girder steel is imbedded in described concrete column, the protruding cylinder of the other end；One end of described second pre-buried girder steel is imbedded in described beams of concrete, the protruding beam-ends face of the other end；
The upper lower flange of described first pre-buried girder steel and the second pre-buried girder steel is connected by anti-buckling edge of a wing metallic plate energy-consumption damper described in two；Both sides in the middle part of described first pre-buried girder steel and the second pre-buried girder steel are connected by web connecting plate high-strength described in two.
2. full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node according to claim 1, it is characterised in that: every described anti-buckling edge of a wing metallic plate energy-consumption damper all includes a metallic plate, a rectangular sleeve and a thin rubber layers or without binding material layer；Described rectangular sleeve is sheathed in the middle part of described metallic plate；Described thin rubber layers or be arranged on the inner surface of described rectangular sleeve without binding material layer.
3. full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node according to claim 2, it is characterized in that: described metallic plate is respectively provided with a local deepened gradually from left to right and weakens breach in the both sides at middle part, and described rectangular sleeve is set in this local and weakens on breach.
4. full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node according to claim 2, it is characterized in that: described first pre-buried girder steel includes the first web, and is connected to the first top flange plate and the first bottom wing listrium at these upper and lower two ends of the first web；Described second pre-buried girder steel includes one second web, and is connected to the second top flange plate and the second bottom wing listrium at these upper and lower two ends of the second web；The one end of the described metallic plate being arranged on upper end is connected with described first top flange plate by multiple frictional high-strength bolts, and the other end is connected with described second top flange plate by multiple frictional high-strength bolts；The one end of the described metallic plate being arranged on lower end is connected with described first bottom wing listrium by multiple frictional high-strength bolts, and the other end is connected with described second bottom wing listrium by multiple frictional high-strength bolts；The both sides, front and back of described first web and the second web are connected each through the two ends of multiple frictional high-strength bolts with described high-strength web connecting plate.
5. full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node according to claim 1, it is characterised in that: described high-strength web connecting plate is provided with a square or arc notch in the side at middle part.
6. full-prefabricated assembled concrete post beams of concrete anti-buckling energy-consumption node according to claim 1, it is characterised in that: it is provided with one first diaphragm plate between described first top flange plate and the first bottom wing listrium；One second diaphragm plate it is provided with between described second top flange plate and the second bottom wing listrium.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610267730.7A CN105780960A (en) | 2016-04-27 | 2016-04-27 | Fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610267730.7A CN105780960A (en) | 2016-04-27 | 2016-04-27 | Fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105780960A true CN105780960A (en) | 2016-07-20 |
Family
ID=56398736
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610267730.7A Pending CN105780960A (en) | 2016-04-27 | 2016-04-27 | Fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105780960A (en) |
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106381927A (en) * | 2016-11-08 | 2017-02-08 | 华侨大学 | Steel beam structure capable of being replaced due to earthquake damage |
| CN106978853A (en) * | 2017-05-05 | 2017-07-25 | 哈尔滨工业大学深圳研究生院 | A kind of controllable steel node of prefabricated assembled concrete structural plasticity |
| CN107119812A (en) * | 2017-04-17 | 2017-09-01 | 同济大学 | Fiber concrete metal yield type damper |
| CN107354999A (en) * | 2017-08-07 | 2017-11-17 | 中国地震局工程力学研究所 | It is a kind of to be easy to after shake the quickly assembled reinforced concrete structure beam-column connection of maintenance |
| CN107401219A (en) * | 2017-09-09 | 2017-11-28 | 王昆 | The node of column and beam and its construction method of the anti-buckling energy-consumption component of replacing easy to install |
| CN107447859A (en) * | 2017-09-29 | 2017-12-08 | 成都城电电力工程设计有限公司 | PC fabricated construction bean column node dry type attachment structures |
| CN107893479A (en) * | 2017-11-27 | 2018-04-10 | 广州大学 | A kind of prefabricated assembled concrete framework |
| CN109972733A (en) * | 2019-04-08 | 2019-07-05 | 扬州大学 | A kind of novel expansion wing T shape energy consumption connection steel structure frame |
| CN110206145A (en) * | 2019-05-30 | 2019-09-06 | 西安建筑科技大学 | A kind of assembled beam-column connecting node |
| CN110359590A (en) * | 2019-07-05 | 2019-10-22 | 重庆大学 | A kind of dual anti-buckling connector laterally attached for Earthquake response |
| CN110468987A (en) * | 2019-08-08 | 2019-11-19 | 重庆大学 | A kind of novel anti-buckling replaceable connecting node of support-RC frame |
| CN113338436A (en) * | 2021-04-21 | 2021-09-03 | 河北工业大学 | Reinforced concrete beam column energy-consuming connection and construction method thereof |
| CN113530333A (en) * | 2021-07-20 | 2021-10-22 | 福建工程学院 | Assembled friction type energy-consumption connecting beam column node |
| CN113700362A (en) * | 2021-08-01 | 2021-11-26 | 北京工业大学 | Assembly type easy-reset rotation energy consumption node based on SMA |
| CN113700363A (en) * | 2021-08-01 | 2021-11-26 | 北京工业大学 | Assembled easy-to-reset rotating energy consumption node |
| CN113863528A (en) * | 2021-10-09 | 2021-12-31 | 同济大学 | Assembled energy dissipation cantilever structure system |
| CN114000654A (en) * | 2021-11-12 | 2022-02-01 | 中冶赛迪工程技术股份有限公司 | Energy dissipation support-embedded steel pipe concrete column connecting structure |
| CN114541574A (en) * | 2022-02-21 | 2022-05-27 | 青岛理工大学 | Assembly type steel-concrete combined node with metal damper and mounting method thereof |
| CN115030309A (en) * | 2022-06-21 | 2022-09-09 | 中国矿业大学 | Take cantilever beam section concrete beam column assembled node |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1150594A (en) * | 1997-08-05 | 1999-02-23 | Nkk Corp | Buckling-resisting stiffening member and method for connecting the same to structure |
| US20040244330A1 (en) * | 2001-06-06 | 2004-12-09 | Toru Takeuchi | Column-and-beam join structure |
| CN101851984A (en) * | 2010-06-30 | 2010-10-06 | 哈尔滨工业大学 | Prefabricated steel-concrete composite beam |
| CN201809994U (en) * | 2010-04-02 | 2011-04-27 | 陈云 | Super-elastic buckling-restrained energy-dissipation brace |
| CN103243819A (en) * | 2013-05-27 | 2013-08-14 | 江苏科技大学 | Fabricated concrete column-steel beam energy dissipation type panel point connecting device |
| CN103498530A (en) * | 2013-10-22 | 2014-01-08 | 湖北弘毅建设有限公司 | Prestressed tooth hole-shaped web T-shaped steel reinforced concrete composite beam |
| CN103498532A (en) * | 2013-10-22 | 2014-01-08 | 湖北弘毅建设有限公司 | Prestressed profile steel base type T-shaped steel reinforced concrete composite beam |
| CN103556780A (en) * | 2013-10-29 | 2014-02-05 | 刘阳 | Flange buckling-preventing section steel and concrete composite beam |
| CN205637214U (en) * | 2016-04-27 | 2016-10-12 | 福建工程学院 | Prefabricated assembled concrete column - concrete beam prevents bucking power consumption node entirely |
-
2016
- 2016-04-27 CN CN201610267730.7A patent/CN105780960A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1150594A (en) * | 1997-08-05 | 1999-02-23 | Nkk Corp | Buckling-resisting stiffening member and method for connecting the same to structure |
| US20040244330A1 (en) * | 2001-06-06 | 2004-12-09 | Toru Takeuchi | Column-and-beam join structure |
| CN201809994U (en) * | 2010-04-02 | 2011-04-27 | 陈云 | Super-elastic buckling-restrained energy-dissipation brace |
| CN101851984A (en) * | 2010-06-30 | 2010-10-06 | 哈尔滨工业大学 | Prefabricated steel-concrete composite beam |
| CN103243819A (en) * | 2013-05-27 | 2013-08-14 | 江苏科技大学 | Fabricated concrete column-steel beam energy dissipation type panel point connecting device |
| CN103498530A (en) * | 2013-10-22 | 2014-01-08 | 湖北弘毅建设有限公司 | Prestressed tooth hole-shaped web T-shaped steel reinforced concrete composite beam |
| CN103498532A (en) * | 2013-10-22 | 2014-01-08 | 湖北弘毅建设有限公司 | Prestressed profile steel base type T-shaped steel reinforced concrete composite beam |
| CN103556780A (en) * | 2013-10-29 | 2014-02-05 | 刘阳 | Flange buckling-preventing section steel and concrete composite beam |
| CN205637214U (en) * | 2016-04-27 | 2016-10-12 | 福建工程学院 | Prefabricated assembled concrete column - concrete beam prevents bucking power consumption node entirely |
Cited By (28)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106381927A (en) * | 2016-11-08 | 2017-02-08 | 华侨大学 | Steel beam structure capable of being replaced due to earthquake damage |
| CN107119812A (en) * | 2017-04-17 | 2017-09-01 | 同济大学 | Fiber concrete metal yield type damper |
| CN107119812B (en) * | 2017-04-17 | 2023-07-04 | 同济大学 | Fiber concrete metal yielding type damper |
| CN106978853A (en) * | 2017-05-05 | 2017-07-25 | 哈尔滨工业大学深圳研究生院 | A kind of controllable steel node of prefabricated assembled concrete structural plasticity |
| CN106978853B (en) * | 2017-05-05 | 2019-05-21 | 哈尔滨工业大学深圳研究生院 | A kind of controllable steel node of prefabricated assembled concrete structural plasticity |
| CN107354999A (en) * | 2017-08-07 | 2017-11-17 | 中国地震局工程力学研究所 | It is a kind of to be easy to after shake the quickly assembled reinforced concrete structure beam-column connection of maintenance |
| CN107354999B (en) * | 2017-08-07 | 2023-01-31 | 中国地震局工程力学研究所 | Assembled RC structure beam column connected node convenient to quick maintenance after shake |
| CN107401219A (en) * | 2017-09-09 | 2017-11-28 | 王昆 | The node of column and beam and its construction method of the anti-buckling energy-consumption component of replacing easy to install |
| CN107401219B (en) * | 2017-09-09 | 2019-06-14 | 万品建筑设计(上海)有限公司 | The node of column and beam and its construction method of the anti-buckling energy-consumption component of replacement easy to install |
| CN107447859A (en) * | 2017-09-29 | 2017-12-08 | 成都城电电力工程设计有限公司 | PC fabricated construction bean column node dry type attachment structures |
| CN107893479A (en) * | 2017-11-27 | 2018-04-10 | 广州大学 | A kind of prefabricated assembled concrete framework |
| CN109972733B (en) * | 2019-04-08 | 2021-06-01 | 扬州大学 | Expand wing T shape power consumption and connect steel construction frame |
| CN109972733A (en) * | 2019-04-08 | 2019-07-05 | 扬州大学 | A kind of novel expansion wing T shape energy consumption connection steel structure frame |
| CN110206145A (en) * | 2019-05-30 | 2019-09-06 | 西安建筑科技大学 | A kind of assembled beam-column connecting node |
| CN110206145B (en) * | 2019-05-30 | 2020-07-14 | 西安建筑科技大学 | Assembled beam column connected node |
| CN110359590A (en) * | 2019-07-05 | 2019-10-22 | 重庆大学 | A kind of dual anti-buckling connector laterally attached for Earthquake response |
| CN110359590B (en) * | 2019-07-05 | 2024-02-23 | 重庆大学 | Dual buckling-restrained connector for lateral connection of primary and secondary structures |
| CN110468987A (en) * | 2019-08-08 | 2019-11-19 | 重庆大学 | A kind of novel anti-buckling replaceable connecting node of support-RC frame |
| CN113338436A (en) * | 2021-04-21 | 2021-09-03 | 河北工业大学 | Reinforced concrete beam column energy-consuming connection and construction method thereof |
| CN113530333A (en) * | 2021-07-20 | 2021-10-22 | 福建工程学院 | Assembled friction type energy-consumption connecting beam column node |
| CN113700363A (en) * | 2021-08-01 | 2021-11-26 | 北京工业大学 | Assembled easy-to-reset rotating energy consumption node |
| CN113700362A (en) * | 2021-08-01 | 2021-11-26 | 北京工业大学 | Assembly type easy-reset rotation energy consumption node based on SMA |
| CN113863528B (en) * | 2021-10-09 | 2022-12-16 | 同济大学 | Assembled energy dissipation cantilever structure system |
| CN113863528A (en) * | 2021-10-09 | 2021-12-31 | 同济大学 | Assembled energy dissipation cantilever structure system |
| CN114000654A (en) * | 2021-11-12 | 2022-02-01 | 中冶赛迪工程技术股份有限公司 | Energy dissipation support-embedded steel pipe concrete column connecting structure |
| CN114541574A (en) * | 2022-02-21 | 2022-05-27 | 青岛理工大学 | Assembly type steel-concrete combined node with metal damper and mounting method thereof |
| CN114541574B (en) * | 2022-02-21 | 2023-09-22 | 青岛理工大学 | Assembled steel-concrete combined node with metal damper and installation method thereof |
| CN115030309A (en) * | 2022-06-21 | 2022-09-09 | 中国矿业大学 | Take cantilever beam section concrete beam column assembled node |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105780960A (en) | Fully-prefabricated assembled concrete column-concrete beam buckling-restrained energy-consuming joint | |
| CN108104273B (en) | Assembled self- recoverage concrete filled steel tube combined joint and installation method and structural system | |
| CN205637214U (en) | Prefabricated assembled concrete column - concrete beam prevents bucking power consumption node entirely | |
| CN106400954B (en) | A kind of girder steel-Frame Joints of Concrete-Filled Steel Tube based on Damage Coutrol theory | |
| WO2019119686A1 (en) | Assembled self-restoring circular composite concrete-filled steel tube joint | |
| CN108533045B (en) | Resettable shape memory alloy energy-consuming combined column and installation method | |
| CN103912073B (en) | A kind of built-in profile steel steel pipe concrete frame low yield point steel plate shear wall structure | |
| CN207919751U (en) | Assembled self- recoverage concrete filled steel tube combined joint and structural system | |
| CN103243819A (en) | Fabricated concrete column-steel beam energy dissipation type panel point connecting device | |
| CN110056085B (en) | FRP section beam column node capable of being assembled quickly | |
| CN108756412B (en) | Assembly type concrete shock absorption frame structure system hinged in beam | |
| CN107989180B (en) | Eccentric supporting frame | |
| Choi et al. | An analytical study on rotational capacity of beam-column joints in unit modular frames | |
| KR101992186B1 (en) | A earthquake proof reinforcement construction method installed on the outside and interior face of pillars and beams using a steel flame | |
| CN108978868A (en) | A kind of replaceable shearing-type energy-consumption beam section-steel deep beam connection structure and installation method | |
| CN203741998U (en) | Connected joint of self-resetting beam and column | |
| CN103711228A (en) | Assembling and energy consuming structural system with combined fluted frameworks and shear walls | |
| CN102628300A (en) | Steel truss control connecting beam with friction node | |
| CN213572461U (en) | Energy dissipation structure of fabricated building | |
| CN109972733B (en) | Expand wing T shape power consumption and connect steel construction frame | |
| CN211285977U (en) | Tapered weakening beam column joint for high-strength steel beam flange | |
| CN210597654U (en) | Assembled steel-bamboo combined semi-rigid energy dissipation node frame | |
| CN108374490A (en) | A kind of steel frame structural system | |
| CN107327029B (en) | Steel pipe concrete column-girder steel assembled space node | |
| JPH10131543A (en) | Vibration-mitigating structural member |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20160720 |