CN114351856A - Connecting method of assembled concrete beam and column trunk type node - Google Patents
Connecting method of assembled concrete beam and column trunk type node Download PDFInfo
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- CN114351856A CN114351856A CN202111531266.5A CN202111531266A CN114351856A CN 114351856 A CN114351856 A CN 114351856A CN 202111531266 A CN202111531266 A CN 202111531266A CN 114351856 A CN114351856 A CN 114351856A
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- 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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
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- 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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
- E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
-
- 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
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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- 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
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/02—Conveying or working-up concrete or similar masses able to be heaped or cast
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/025—Structures with concrete columns
Abstract
A method for connecting dry type nodes of an assembled concrete beam column adopts high-strength finish-rolled deformed steel bars, and adopts reserved holes of the concrete column to realize dry type connection-based modes such as non-bonding, weak bonding and the like. The post is a cast-in-place concrete post or a prefabricated post with a bracket, and the post and the prefabricated beam can be conveniently spliced and installed on site, prestressed and repaired after being vibrated through finish rolling of deformed steel bars. Meanwhile, the brackets are arranged on the two sides of the column, so that the vertical load can be conveniently borne and the vertical shear force can be conveniently transferred. According to the invention, through applying pretension stress to the high-strength finish-rolled deformed steel bar and special shearing resisting devices at two ends, the good overall performance and rigidity of the assembled beam-column joint under normal use load can be provided, meanwhile, larger elastic deformation is provided by virtue of non-bonding between the finish-rolled deformed steel bar and concrete in the column, the good deformation capability and displacement recovery capability of the structure under accidental action are provided, and the convenience of repairing the assembled joint after earthquake is greatly improved.
Description
Technical Field
The invention relates to a concrete connection mode, in particular to a connection method of an assembly type concrete beam column trunk type node.
Background
Most buildings in the building industry of China adopt a cast-in-place mode, have the problems of low industrialization degree, low production efficiency, unstable building quality, large building material loss, large building garbage amount and the like, and are not matched with the national energy-saving and environment-friendly policies. The prefabricated structure is a novel building mode developed in the building industry at home and abroad at present as a structural form conforming to the industrial production of buildings, has excellent economic, environmental and social benefits and good structural performance, and is increasingly widely applied. However, the main structure of the fabricated building depends on the connection strength of the beam-column nodes, so that the connection of the beam-column nodes always restricts whether the fabricated building can be widely applied. Therefore, it is very important to analyze the connection performance of the prefabricated beam-column joint and perform deep theoretical and experimental research. The assembled dry type connecting node is used for replacing a cast-in-place mode, the traditional cast-in-place mode is converted into a mechanized batch production mode of a factory building, the conversion among production factors of an assembled building structure is realized, and the development of the modernization of the building industry is promoted.
Disclosure of Invention
The invention aims to solve the technical problem of the prior art and provides a connection method of a fabricated concrete beam-column dry type node, which has better mechanical property and safer, more efficient and more convenient construction technology.
The technical problem to be solved by the invention is realized by the following technical scheme, and the method for connecting the assembled concrete beam-column trunk type nodes is characterized by comprising the following steps of:
firstly, prefabricating an assembled component, accurately calculating hole positions, calculating finish-rolled deformed steel bars, beams, columns, nodes and brackets in advance, aligning reserved holes on the beams, and assembling connection nodes;
then, casting a corbel cast-in-place column with a convex square node in a cast-in-place manner, and maintaining until the strength reaches the standard;
then, the beam is rotatably connected to the column opposite to the convex node, and high-strength finish-rolled deformed steel bars are arranged on the upper part and the lower part of the beam in alignment with the hole sites;
finally, prestress is applied to the high-strength finish-rolled deformed steel bar, so that the bearing capacity and the elastic range of the high-strength finish-rolled deformed steel bar are enlarged.
The technical problem to be solved by the invention can be further realized by the following technical scheme that the inner hole of the column is combined with the deformed steel bar, the structural space is utilized to the greatest extent, the column is connected with the upper node of the beam, and meanwhile, the prestress is applied to ensure the strength and the stability.
The technical problem to be solved by the invention can be further realized by the following technical scheme that the high-strength deformed steel bar is used for replacing the stressed steel bar in the beam. Conventional concrete connected node is fragile atress destruction, utilizes the deformation in the elasticity scope of finish rolling screw-thread steel, strengthens the ductility ability of node, is that the node keeps the form of not destroying in little ductility rocks. Is a non-adhesive connection mode.
The technical problem to be solved by the invention can be further realized by the following technical scheme that the square nodes and the brackets which are spliced and concave-convex are used as main means for shearing resistance, so that the shearing resistance of the connecting nodes is improved. The sizes of the concave-convex square nodes are set according to the standard of corbels, the width b is 1/12-1/8 of the span length, the height h is 1/4-1/3 of the section height, and the length l is 1/3-1/2 of the section length.
The technical problem to be solved by the invention can be further realized by the following technical scheme, the inconvenience in actual construction is avoided by utilizing a rotary access method of concave-convex nodes, and a new field installation idea is provided.
The technical problem to be solved by the invention can be further realized by the following technical scheme that the cast-in-place column is matched with a prefabricated beam, the cast-in-place column conforms to the theory of strong columns and weak beams, and the cast-in-place column not only has the seismic strength of cast-in-place components, but also has the convenience in disassembling assembled components.
The technical problem to be solved by the present invention can be further solved by the following technical solutions,
(1) the more the finish-rolled deformed steel bar extends out of the column, the more the length is 0.5m-1 m;
(2) PSB785, PSB830, PSB930 and PSB1080 are adopted for finish rolling deformed steel bars; the yield strength is 785Mpa, 830Mpa, 930Mpa and 1080 Mpa;
(3) the diameter of the finish-rolled deformed steel bar adopts the specification of 15-25 mm;
(4) the prestress applied is 75% of the standard value, so that each finish-rolled deformed steel bar is applied with a prestress of 150-350 KN.
The technical problem to be solved by the invention can be further realized by the following technical scheme that holes are reserved on the beams, bolts penetrate through the connecting angle steel from top to bottom, and the thickness of the angle steel is 20mm-30 mm.
Compared with the prior art, the invention has the following advantages:
(1) the novel fabricated concrete beam column dry type node is simple in design, convenient to install, efficient in construction, energy-saving and environment-friendly;
(2) the novel fabricated concrete beam column dry type node is damaged by ductility without bonding connection, compared with brittle failure of rigid connection, the problem is easier to find, sufficient buffering time is left, and the strength is also sufficient;
(3) the novel fabricated concrete beam column dry type node is convenient for subsequent reinforcement and maintenance;
(4) the transmission inside the novel fabricated concrete beam column dry type node is efficient and direct;
(5) the analysis of the novel assembly type concrete beam column dry type node can provide a better theoretical basis for the assembly type building, and is suitable for high-rise actual building engineering.
Drawings
FIG. 1 is an elevational view of the overall construction of the present invention;
FIG. 2 is a top view of the overall structure of the present invention;
FIG. 3 is a cast-in-place column component designed according to the present invention;
FIG. 4 is a precast beam element of the present design;
FIG. 5 is a top plan view of the field assembly connection process of the present invention;
FIG. 6 is a detail view in section of a deformed steel bar connection point;
FIG. 7 is a side view of a threaded steel connection node;
FIG. 8 is a top view of a threaded steel connection node.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, and in order to make those skilled in the art understand the present invention further, the embodiments of the present invention will be described in detail and fully with reference to the accompanying drawings. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
A method for connecting a dry type node of an assembled concrete beam column,
firstly, prefabricating an assembled component, accurately calculating hole positions, calculating finish-rolled deformed steel bars, beams, columns, nodes and brackets in advance, aligning reserved holes on the beams, and assembling connection nodes;
then, casting a corbel cast-in-place column with a convex square node in a cast-in-place manner, and maintaining until the strength reaches the standard;
then, the beam is rotatably connected to the column opposite to the convex node, and high-strength finish-rolled deformed steel bars are arranged on the upper part and the lower part of the beam in alignment with the hole sites;
finally, prestress is applied to the high-strength finish-rolled deformed steel bar, so that the bearing capacity and the elastic range of the high-strength finish-rolled deformed steel bar are enlarged.
The holes in the columns are combined with the deformed steel bars, the structural space is utilized to the greatest extent, the columns are connected with the nodes on the beam, and meanwhile, prestress is applied to ensure the strength and the stability.
High-strength deformed steel bars are used for replacing stressed steel bars in the beam. Conventional concrete connected node is fragile atress destruction, utilizes the deformation in the elasticity scope of finish rolling screw-thread steel, strengthens the ductility ability of node, is that the node keeps the form of not destroying in little ductility rocks. Is a non-adhesive connection mode.
The square node and the bracket which are spliced and concave-convex are used as main means for shearing resistance, and the shearing resistance of the connecting node is improved. The sizes of the concave-convex square nodes are set according to the standard of corbels, the width b is 1/12-1/8 of the span length, the height h is 1/4-1/3 of the section height, and the length l is 1/3-1/2 of the section length.
The rotary access method of the concave-convex nodes is utilized, so that inconvenience in actual construction is avoided, and a new field installation idea is provided.
The cast-in-place column is matched with a prefabricated beam, accords with the theory of strong columns and weak beams, not only has the seismic strength of cast-in-place components, but also has the convenience in disassembling the assembled components.
(1) The more the finish-rolled deformed steel bar extends out of the column, the more the length is 0.5m-1 m;
(2) PSB785, PSB830, PSB930 and PSB1080 are adopted for finish rolling deformed steel bars; the yield strength is 785Mpa, 830Mpa, 930Mpa and 1080 Mpa;
(3) the diameter of the finish-rolled deformed steel bar adopts the specification of 15-25 mm;
(4) the prestress applied is 75% of the standard value, so that each finish-rolled deformed steel bar is applied with a prestress of 150-350 KN.
Holes are reserved in the beams, bolts penetrate through the connecting angle steel from top to bottom, and the thickness of the angle steel is 20mm-30 mm.
The invention discloses a connecting method of a dry type node of an assembled concrete beam column. The post is a cast-in-place concrete post or a prefabricated post with a bracket, and the post and the prefabricated beam can be conveniently spliced and installed on site, prestressed and repaired after being vibrated through finish rolling of deformed steel bars. Meanwhile, the brackets are arranged on the two sides of the column, so that the vertical load can be conveniently borne and the vertical shear force can be conveniently transferred. According to the invention, through applying pretension stress to the high-strength finish-rolled deformed steel bar and special shearing resisting devices at two ends, the good overall performance and rigidity of the assembled beam-column joint under normal use load can be provided, meanwhile, larger elastic deformation is provided by virtue of non-bonding between the finish-rolled deformed steel bar and concrete in the column, the good deformation capability and displacement recovery capability of the structure under accidental action (such as high-intensity earthquake) are provided, and the convenience of repairing the assembled joint after earthquake is greatly improved. The method can provide a connection form of the assembled dry type node, which has better mechanical property, safer, more efficient and more convenient construction technology and more economic and reasonable design mode.
Referring to fig. 1 and 2, a novel method of connecting concrete beams and columns,
(1) the method is characterized in that a beam is vertically inserted with high-strength finish rolling deformed steel bars for bearing. After the finish rolling deformed steel bar is inserted, the follow-up coating of a protective layer and the construction condition are considered, and the high-strength finish rolling deformed steel bar is tensioned by adopting a pre-tensioning method. The test is applied to the international standard of finish rolling deformed steel bars, and the length under the anchor is not less than 6 times of the thread pitch. The length of the fixed end exposed out of the anchorage device is according to the design requirement. During blanking, the finish-rolled deformed steel bar must be cut by electric grinding, and electric welding or oxygen cutting is strictly forbidden. And after tensioning is finished, cutting off redundant finish-rolled deformed steel bars.
(2) And (3) paving a protective cover plate on the connection area of the upper and lower high-strength finish-rolled deformed steel bars, and sealing the finish-rolled deformed steel bar area by adopting concrete wet connection of the periphery and prefabricated nodes of the columns and the beams. The inside thick liquid that does not fill out guarantees the scalability of finish rolling screw-thread steel, and finish rolling screw-thread steel 1 can produce ductile flexible under meetting the accidental action about guaranteeing, and closed area also can be unpacked apart in subsequent maintenance, changes finish rolling screw-thread steel.
In fig. 3: 4. the method comprises the following steps of penetrating a sleeve (PVC pipe), 5. protruding nodes on a column, 6. cast-in-place connecting nodes, 7. reserved holes (through corbels) below a beam and 8. reserved holes.
Referring to fig. 3, the template for manufacturing the cast-in-place column is characterized in that:
(1) calculating the length and the position of the beam, reserving holes at the upper and lower positions of 5-10cm, crossing the beam by using a sleeve 4, grouting, and reserving 8 holes;
(2) two convex nodes 5 are arranged and are respectively positioned on two sides of the column, and the sizes of the nodes are designed according to the span and the size of the beam, so that the on-site construction and installation are convenient;
(3) holes 7 are reserved in the brackets for inserting the finish-rolled deformed steel bars below the beams.
Referring to fig. 4, the precast beam is manufactured, and is characterized in that:
(1) the upper hole and the lower hole of the beam are connected with the 2 angle steel nodes through bolts, the inside of the beam is provided with 3 connector holes, the number of the holes is estimated to be two, and the bolts for fixing the angle steel up and down are screwed up and fixed.
(2) The concave nodes at the beam interface are matched with the columns, so that the mounting and construction are convenient.
And with reference to fig. 5, after the cast-in-place column is maintained and has qualified strength, splicing the cast-in-place column according to the mode of fig. 5 on a construction site, reserving an angle of 10-20 degrees in advance, lifting the beam to a corresponding position, splicing the beam in a rotating manner, and meanwhile, putting the beam on the bracket column to provide support and stability. The on-site assembling mode is simple and convenient, and the problem that the concave-convex joint is inconvenient to construct and install in the middle of the beam column actually is solved.
Referring to fig. 6, fig. 7 and fig. 8, the node 2 on the beam and the beam are connected together through a concrete rigid connection 9, and a stress point is provided. The finish rolling deformed steel bar firstly extends out of the hole to be fixed, then an anchorage device is added for anchoring and is screwed to the end plate, and then prestress is applied. Finally, the stretched anchorage device is screwed back to the end plate again, and meanwhile, redundant finish-rolled deformed steel bars are removed. In order to support prestress, steel plate supports are arranged on two sides of the angle steel end plate.
The invention is simple in device and convenient and fast in construction, and after the construction is finished, a layer of protective layer can be arranged on the upper and lower beams through grouting; considering from the aspect of the difficulty of the construction technology, the construction process only needs to prefabricate a template, reserve holes of a grouting sleeve and apply a prestress technology by finish rolling deformed steel bars; in general, the whole construction process is simple and quick, and the efficiency is high.
The invention discloses a connecting method of a dry type node of an assembled concrete beam column. The post is a cast-in-place concrete post or a prefabricated post with a bracket, and the post and the prefabricated beam can be conveniently spliced and installed on site, prestressed and repaired after being vibrated through finish rolling of deformed steel bars. Meanwhile, the brackets are arranged on the two sides of the column, so that the vertical load can be conveniently borne and the vertical shear force can be conveniently transferred. According to the invention, through applying pretension stress to the high-strength finish-rolled deformed steel bar and special shearing resisting devices at two ends, the good overall performance and rigidity of the assembled beam-column joint under normal use load can be provided, meanwhile, larger elastic deformation is provided by virtue of non-bonding between the finish-rolled deformed steel bar and concrete in the column, the good deformation capability and displacement recovery capability of the structure under accidental action (such as high-intensity earthquake) are provided, and the convenience of repairing the assembled joint after earthquake is greatly improved. The method can provide a connection form of the assembled dry type node, which has better mechanical property, safer, more efficient and more convenient construction technology and more economic and reasonable design mode.
Claims (8)
1. A connecting method of a dry type node of an assembly type concrete beam column is characterized by comprising the following steps:
firstly, prefabricating an assembled component, accurately calculating hole positions, calculating finish-rolled deformed steel bars, beams, columns, nodes and brackets in advance, aligning reserved holes on the beams, and assembling connection nodes;
then, casting a corbel cast-in-place column with a convex square node in a cast-in-place manner, and maintaining until the strength reaches the standard;
then, the beam is rotatably connected to the column opposite to the convex node, and high-strength finish-rolled deformed steel bars are arranged on the upper part and the lower part of the beam in alignment with the hole sites;
finally, prestress is applied to the high-strength finish-rolled deformed steel bar, so that the bearing capacity and the elastic range of the high-strength finish-rolled deformed steel bar are enlarged.
2. The method for connecting an assembled concrete beam-column trunk type node according to claim 1, wherein: the holes in the columns are combined with the deformed steel bars, the structural space is utilized to the greatest extent, the columns are connected with the nodes on the beam, and meanwhile, prestress is applied to ensure the strength and the stability.
3. The method for connecting an assembled concrete beam-column trunk type node according to claim 1, wherein: utilize the screw-thread steel that excels in to replace atress reinforcing bar in the roof beam, conventional concrete connected node is fragile atress destruction, utilizes the deformation in the elastic range of finish rolling screw-thread steel, strengthens the ductility ability of node, is that the node keeps the form of not destroying in small ductility rocks, is a unbonded connected mode.
4. The method for connecting an assembled concrete beam-column trunk type node according to claim 1, wherein: the splicing concave-convex square nodes and the bracket are used as main means for shearing resistance, and the shearing resistance of the connecting nodes is improved, wherein the size of the concave-convex square nodes refers to the bracket setting specification, the width b is 1/12-1/8 of the span length, the height h is 1/4-1/3 of the section height, and the length l is 1/3-1/2 of the section length.
5. The method for connecting an assembled concrete beam-column trunk type node according to claim 1, wherein: the rotary access method of the concave-convex nodes is utilized, so that inconvenience in actual construction is avoided, and a new field installation idea is provided.
6. The method for connecting an assembled concrete beam-column trunk type node according to claim 1, wherein: the cast-in-place column is matched with a prefabricated beam, accords with the theory of strong columns and weak beams, not only has the seismic strength of cast-in-place components, but also has the convenience in disassembling the assembled components.
7. The method for connecting an assembled concrete beam-column trunk type node according to claim 1, wherein:
the more the finish-rolled deformed steel bar extends out of the column, the more the length is 0.5m-1 m;
PSB785, PSB830, PSB930 and PSB1080 are adopted for finish rolling deformed steel bars; the yield strength is 785Mpa, 830Mpa, 930Mpa and 1080 Mpa;
the diameter of the finish-rolled deformed steel bar adopts the specification of 15-25 mm;
the prestress applied is 75% of the standard value, so that each finish-rolled deformed steel bar is applied with a prestress of 150-350 KN.
8. The method for connecting an assembled concrete beam-column trunk type node according to claim 1, wherein: holes are reserved in the beams, bolts penetrate through the connecting angle steel from top to bottom, and the thickness of the angle steel is 20mm-30 mm.
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| CN202111531266.5A CN114351856A (en) | 2021-12-15 | 2021-12-15 | Connecting method of assembled concrete beam and column trunk type node |
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| CN202111531266.5A CN114351856A (en) | 2021-12-15 | 2021-12-15 | Connecting method of assembled concrete beam and column trunk type node |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09105173A (en) * | 1995-10-09 | 1997-04-22 | Ando Corp | Connecting section structure of precast prestressed reinforced-concrete frame |
| CA2672314A1 (en) * | 2009-07-15 | 2011-01-15 | Haisam Yakoub | Seismic controller for friction bearing isolated structures |
| CN103243820A (en) * | 2013-05-29 | 2013-08-14 | 吕西林 | Function recoverable prefabricate beam column node |
| CN204385908U (en) * | 2014-10-27 | 2015-06-10 | 江南大学 | A kind of band angle steel assembly concrete framework composition node with Self-resetting function |
| CN109469202A (en) * | 2018-12-12 | 2019-03-15 | 中国建筑技术集团有限公司 | Prestressed assembly integral concrete frame structure system and construction method thereof |
| US20190226210A1 (en) * | 2018-01-25 | 2019-07-25 | Ruentex Engineering & Construction Co., Ltd. | Beam-column connection structure and method for forming the same |
-
2021
- 2021-12-15 CN CN202111531266.5A patent/CN114351856A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09105173A (en) * | 1995-10-09 | 1997-04-22 | Ando Corp | Connecting section structure of precast prestressed reinforced-concrete frame |
| CA2672314A1 (en) * | 2009-07-15 | 2011-01-15 | Haisam Yakoub | Seismic controller for friction bearing isolated structures |
| CN103243820A (en) * | 2013-05-29 | 2013-08-14 | 吕西林 | Function recoverable prefabricate beam column node |
| CN204385908U (en) * | 2014-10-27 | 2015-06-10 | 江南大学 | A kind of band angle steel assembly concrete framework composition node with Self-resetting function |
| US20190226210A1 (en) * | 2018-01-25 | 2019-07-25 | Ruentex Engineering & Construction Co., Ltd. | Beam-column connection structure and method for forming the same |
| CN109469202A (en) * | 2018-12-12 | 2019-03-15 | 中国建筑技术集团有限公司 | Prestressed assembly integral concrete frame structure system and construction method thereof |
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