CN106978853B - A kind of controllable steel node of prefabricated assembled concrete structural plasticity - Google Patents
A kind of controllable steel node of prefabricated assembled concrete structural plasticity Download PDFInfo
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- CN106978853B CN106978853B CN201710310035.9A CN201710310035A CN106978853B CN 106978853 B CN106978853 B CN 106978853B CN 201710310035 A CN201710310035 A CN 201710310035A CN 106978853 B CN106978853 B CN 106978853B
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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
- E04B1/38—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
- E04B1/18—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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
-
- 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
- E04B1/5806—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile
- E04B1/5812—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile of substantially I - or H - form
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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
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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Environmental & Geological Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Vibration Dampers (AREA)
Abstract
The present invention provides a kind of controllable steel nodes of prefabricated assembled concrete structural plasticity, connection is mutually butted by pre-buried inner ring embedded steel board, outer ring embedded steel board between the upper prop and lower prop of the prefabricated assembled concrete structure, the upper prop, lower prop end face in the middle part of between be connected with stress fashioned iron；The side plate of the outer ring embedded steel board is connect with rectangle steel-casting by fixing piece, the rectangle steel-casting is connect with plain radial bearing, the plain radial bearing is connect by bearing steel castings with beams of concrete, the two sides of the box energy consumption sealing plate damper are bolted with rectangle steel-casting, steel box conversion beam section respectively, and the plain radial bearing is located in box energy consumption sealing plate damper；The steel box conversion beam section is connect with beams of concrete.Technical solution of the present invention, work progress whole process do operation, and construction quality is easy to guarantee, easy to install detachable, environmental pollution is small, and structural plasticity is controllable, have good shock resistance.
Description
Technical field
The invention belongs to fabricated construction design of node technical field more particularly to a kind of prefabricated assembled concrete structures
The controllable steel node of plasticity.
Background technique
Prefabricated concrete structure because of its high production efficiency, component quality is good, building waste is few, economizes on resources with the energy etc.
Advantage is widely applied both at home and abroad.Prefabricated construction is mainly connected and composed by prefabricated components and node, to guarantee structure
Good performance then requires prefabricated construction to realize on component and node safe and reliable.Prefabricated components are completely in work
It is completed the process in factory, production work ambient stable, production technology industrialization degree are high, and the quality of production is checked on strictly, therefore it is produced
Moral character is readily susceptible to guarantee；However the node of fabricated construction connects, and is related to second pouring during the installation process, is difficult to check, no
Easy-operating problem, quality are difficult to ensure, therefore node is connected to become the key in prefabricated installation process.
Current fabricated construction node type of attachment can be summarized as two classes: after pour monoblock type connection and with assembled connect two
Kind.After pour monoblock type connection reinforcing bar or bolt stretched out using component, in welding, overlap joint or after being mechanically connected, casting concrete
Or grout injection；Assembled connection is then implant plate or other steel parts, is bolted or welds, to reach company
The purpose connect.In practical set formula concrete structure and composite structure engineer application, monoblock type company is more poured after
It connects, i.e., usually said wet connection, such as the connection of full grout sleeve, the connection of half grout sleeve, slurry lap riveting, constraint slurry lap riveting
Etc..The mid-side node and interior joint that a large amount of scholar connect these both at home and abroad are studied, and experimental analysis or finite element fraction are passed through
The mode for analysing simulation, obtains the related conclusions of its weak area, mechanical property, failure mode and difficulty of construction.A large amount of experiment point
Analysis prove, after pour monoblock type node weak area destroy often occur in the area beam-ends Hou Jiao or joint cores, plasticity can not
Control, does not meet the shockproof requirements of " strong shear capacity and weak bending capacity, strong column and weak beam, the strong weak component of node ".And it is found by many experiments analysis
Its strength degradation and progressive damage are obvious, and generally have the problems such as energy dissipation capacity is poor, ductility is poor, and node takes the lead in destroying and then leading
The total collapse for causing structure is repaired difficult after shake.Simultaneously in terms of construction, after pour monoblock type node to pour working space thereafter narrow
It is small, need second pouring, construction quality to be difficult to check, be non-dismountable using wet connection, lead to this kind of joint form difficulty of construction
It is larger, and cannot achieve the replacement or disassembly of node or component.
Assembled connection is more to be applied to assemble due to being all connected by screw bolts, being welded to connect etc. dry type of attachment
In formula steel structure system, by some transformed structures, also there are certain applications in prefabricated concrete structure system, but application is very
It is few.There is scholar to propose such as pre- steel plate plug welding I-steel node of armored concrete joint welding group I-steel node, armored concrete, steel
The mixed native pre-embedded steel slab plug welding combination angle steel node of muscle, connecting rod form beam-column connection, part reinforcing bar connecting node, edge of a wing connection
Plate node, built-in steel boxlike bolt joint, concrete filled steel tube reinforcing ring gusset-type joint etc..Domestic and foreign scholars are to its weak area, power
It learns performance, failure mode, difficulty of construction etc. to be studied, researchs and analyses and show: assembled connecting node weak area and failure mould
It is uncontrollable to show as plasticity because design difference differs greatly for formula；Pass through on the bearing capacity of node, rigidity, ductility and energy dissipation capacity
Reasonable design can be achieved have certain promotion compared with cast-in-place node, it was demonstrated that using steel node realize fabricated construction node
The improvement of energy, but different design of node difference is obvious, and there has been no specific design theory methods；In construction method at present
Research mostly uses welded connecting, and component is non-exchange after using life cycle and dismantles, and causes the waste of material, and
The environmentally protective advantage of assembled steel node is not given full play to.
In recent years, many novel joint forms, including energy-dissipating and shock-absorbing node and Universal hinged joint are proposed again both at home and abroad.Example
Such as sector lead viscoelastic damper node, Nakaki ductility connecting rod node, Morgen frcition damper node, Guangzhou New TV Tower
Floor beam Universal hinged joint, Structure of Shanghai Pudong International Airport T 2 Y shape column-beam bearing node etc..These novel joint forms
It proposes, new direction is provided for fabricated construction Joint design method.Dissipative member is conducive to improve the energy dissipation capacity of node,
The application of machinery hinge can control the articulated position in structure.However research focuses mostly in the shock resistance of enhancing node itself at present
Can, and for using the research of aseismic control technology of building structure less, and energy-dissipating and shock-absorbing component is all designed as individual member,
The influence to structure entirety is not considered.
Summary of the invention
Against the above technical problems, the invention discloses a kind of controllable steel sections of prefabricated assembled concrete structural plasticity
Point solves and pours node construction quality after assembled and be difficult to guarantee, and non-dismountable and replacement, plasticity is uncontrollable, energy dissipation capacity
The disadvantage of difference, and it is accurate and reliable by verifying the design method.It, which is applied to prefabricated concrete structure, can realize big shake effect
Lower node plastic hinge Development area is artificially controllable, and plays good energy dissipation capacity.
It is steel connection have convenient construction is easy to install, involvement connect it is detachable, good energy dissipation capacity can be achieved etc.
On the basis of feature, the actual conditions of the extensive application of concrete structure in practical projects, the novel joint of proposition are combined.
Make failure mode final under node earthquake are as follows: under small shake effect, novel joint is equal to cast-in-place node, has enough hold
Loading capability and rigidity；Under big shake effect, beam-ends box energy consumption sealing plate damper takes the lead in surrendering, and becomes plasticity jointly with bearing
The main function of hinge, box energy consumption sealing plate damper is changed into offer energy dissipation capacity by offer bending stiffness, while providing a small amount of
Stiffness contribution, at this moment the axle power of beam-ends and shearing are mainly provided by plain radial bearing, to guarantee that node is not sheared
It destroys, realizes that the plasticity of novel joint controllably designs.
In this regard, the technical solution adopted by the present invention are as follows:
A kind of controllable steel node of prefabricated assembled concrete structural plasticity, the prefabricated assembled concrete structure include
Upper prop, lower prop, beams of concrete are respectively equipped with upper prop fashioned iron and lower prop fashioned iron in the upper prop, lower prop；It is set in the beams of concrete
There is the connection of steel beam-ends；Steel styletable is equipped between the upper prop, lower prop to connect；The upper prop, lower prop are concrete column；
Connection is mutually butted by pre-buried inner ring embedded steel board, outer ring embedded steel board between the upper prop and lower prop, it is described on
Column, lower prop end face in the middle part of between be connected with stress fashioned iron；Preferably, the stress fashioned iron is steel I-column；
The end of the beams of concrete is equipped with plain radial bearing, box energy consumption sealing plate damper, steel box conversion beam
Section, bearing steel castings and rectangle steel-casting；The side plate and rectangle steel-casting of the outer ring embedded steel board are by being welded to connect, the square
Shaped cast steel part is connect by bearing otic placode with plain radial bearing, and the plain radial bearing passes through bearing steel castings and concrete
Beam connection, the two sides of the box energy consumption sealing plate damper pass through bolt with rectangle steel-casting, steel box conversion beam section respectively
Connection, the plain radial bearing are located in box energy consumption sealing plate damper；The steel box conversion beam section and beams of concrete
Connection.Wherein, the steel box conversion beam section and bearing steel castings are embedded in the end of beams of concrete, pacify in bearing steel castings
Fill plain radial bearing.The pre-buried inner ring embedded steel board, outer ring embedded steel board are that inner ring embedded steel board is embedded in upper prop or lower prop,
Outer ring embedded steel board is embedded in lower prop or upper prop.
When installation, styletable connects the upper lower prop inner and outer ring embedded steel board side plate butt junction location pre-buried by end, styletable connection
Stress fashioned iron is installed at middle part, and wherein stress fashioned iron is connected by the prefabricated connection board of upper and lower ends and inner and outer ring embedded steel board bottom bolts
Installation is connect, remaining component, which directlys adopt, to be bolted.Beam-to-column joint contraposition of the invention is realized by the installation of bearing.
Adopt this technical solution, according to steel connection have convenient construction is easy to install, involvement connect it is detachable, can be achieved it is good
Energy dissipation capacity the features such as, and combine the actual conditions of concrete structure extensive application in practical projects, one kind of proposition
The steel node of the controllable detachable novel prefabricated assembled concrete structural system easy to install of plasticity, makes final under node earthquake
Failure mode are as follows: small shake effect under, novel joint is equal to cast-in-place node, has enough bearing capacitys and rigidity；?
Under big shake effect, beam-ends box energy consumption sealing plate damper takes the lead in surrendering, and becomes plastic hinge, box energy consumption sealing plate resistance jointly with bearing
The main function of Buddhist nun's device is changed into offer energy dissipation capacity by offer bending stiffness, while providing a small amount of stiffness contribution, beam-ends
At this moment axle power and shearing are mainly provided by plain radial bearing, to guarantee that failure by shear does not occur for node, realize novel joint
Plasticity controllably design.This technical solution can realize under geological process that plasticity is controllable and the good target of energy dissipation capacity.
As a further improvement of the present invention, the steel box conversion beam section includes angle steel part and box part, institute
It states angle steel to be partially embedded into beams of concrete, the box partial denudation goes out outside beams of concrete, the outer diameter of exposed box part
The sealing plate thickness of a box energy consumption sealing plate damper is differed with beams of concrete, the box part is equipped with bolt hole, described
Box part is bolted with box energy consumption sealing plate damper.
As a further improvement of the present invention, the box energy consumption sealing plate damper is made of two pieces of L-shaped open pore steel plates,
The box energy consumption sealing plate damper includes energy consumption area and non-energy consumption area, and the installation of the box energy consumption sealing plate damper is to pass through
Non- energy consumption area is connected by screw bolts completion with the rectangle steel-casting on steel box conversion beam section, outer ring embedded steel board respectively.Wherein,
Preferably, the box energy consumption sealing plate damper is made of two pieces of L-shaped aperture low yield point steel plates.
As a further improvement of the present invention, the energy consumption area is integrated with non-energy consumption area.
As a further improvement of the present invention, the energy consumption area is equipped with aperture, and non-wedge angle processing is done in the end of aperture.
As a further improvement of the present invention, the lateral hole columns in the energy consumption area is column or more.
As a further improvement of the present invention, the length-width ratio of the hole is definite value.
As a further improvement of the present invention, to guarantee that beam section size is consistent, the thickness in the energy consumption area and non-energy consumption area
It spends identical.
As a further improvement of the present invention, length, width and the exposed steel box conversion beam in the non-energy consumption area
Rectangle steel-casting matching on section box part, outer ring embedded steel board side plate.
As a further improvement of the present invention, the short column size in the energy consumption area, columns are determined by design.
The non-energy consumption sector width, energy consumption area top surface and side manomelia size and pitch of bolts, number are determined by design.
As a further improvement of the present invention, box energy consumption sealing plate damper laterally consume energy area energy consumption module can be according to reality
Situation carries out the selection of energy consumption short column limb number and combination.
As a further improvement of the present invention, the rectangle steel-casting is prefabricated with bearing otic placode, institute on the face of beam-ends
The pin shaft for stating plain radial bearing is connect with bearing otic placode, and the outer ring of the plain radial bearing is connect with bearing steel castings.This
The beam-to-column joint contraposition of invention is realized by the installation of bearing, after bearing is aligned with bearing otic placode, is inserted into pin shaft.
As a further improvement of the present invention, the upper end of the stress fashioned iron is equipped with the prefabricated connection board in upper end, lower end
Equipped with the prefabricated connection board in lower end, the stress fashioned iron by the prefabricated connection board of the prefabricated connection board in upper end and lower end respectively with
Inner ring embedded steel board end plate face, the end plate face of outer ring embedded steel board are connected using fixing piece.In this technical solution, styletable connection
In, stress fashioned iron is installed as main compression member, the upper and lower end and the prefabricated connection board in upper end, lower end of stress fashioned iron are pre-
Connection board processed is prefabricated in the factory connection, forms the stress fashioned iron section with connection end.Stress fashioned iron section and upper and lower styletable are pre-
The inner and outer rings embedded steel board end buried is bolted, and bolt is embedded into the inner and outer rings plate end of upper and lower styletable in advance
In bolt hole, site operation need to only be tightened that can operate one end.Preferably, the stress fashioned iron is I-steel.
It as a further improvement of the present invention, further include U-shaped sealing plate, the opening of the inner ring embedded steel board, outer ring embedded steel board
Side carries out sealing connection by two blocks of U-shaped sealing plates, completes assembly, is aligned the bolt hole of U-shaped sealing plate and inner and outer rings embedded steel board side plate
Afterwards, it is bolted.Preferably, the U-shaped sealing plate is U-shaped steel plate.
As a further improvement of the present invention, stress fashioned iron section and inner and outer ring embedded steel board side plate, U-shaped sealing plate in styletable connection
Between arrange anti-buckling steel plate.
As a further improvement of the present invention, the end of the inner ring embedded steel board and outer ring embedded steel board respectively with upper column type
Banding steel cage again after steel, the welding of lower prop fashioned iron, last casting concrete respectively, formed in this way the upper prop with end of convert, under
Column.
As a further improvement of the present invention, the side plate width difference of the inner ring embedded steel board, outer ring embedded steel board is equal to side plate
Plate thickness, the inner ring embedded steel board, the side plate of outer ring embedded steel board and top plate are provided with bolt hole, the inner ring embedded steel board and upper column type
Steel or the welding of lower prop fashioned iron, are embedded in advance in upper prop concrete or lower prop concrete；The outer ring embedded steel board and lower prop fashioned iron or on
The welding of column type steel, is embedded in advance in lower prop concrete or upper prop concrete.
As a further improvement of the present invention, the inner ring embedded steel board, outer ring embedded steel board three plate faces be provided with bolt hole,
It is poured again after bolt is wherein installed in advance on the bolt hole of end plate face, avoids causing styletable concrete in bolt installation process
Damage.
As a further improvement of the present invention, the outer ring embedded steel board welds rectangle cast steel in advance on the side plate of beam-ends
Part, the outer ring of the rectangle steel-casting open up bolt hole, and the corner of the rectangle steel-casting goes wedge angle to handle, the rectangle
Steel-casting is connected by bolt with box energy consumption sealing plate damper is connect.
The contraposition of upper prop, lower prop of the invention be by above and below concrete styletable distinguish two blocks of pre-buried inner ring steel insert
Plate, outer ring embedded steel board, then dock inner ring embedded steel board, outer ring embedded steel board the corresponding bolt hole of side plate it is concordant after, tighten bolt
Complete docking.
As a further improvement of the present invention, the box energy consumption sealing plate damper includes two groups of energy consumption modules, respectively
Consume energy module for lateral energy consumption module and top, determines top energy consumption module size according to different actual needs and the module that laterally consumes energy
Short column limb number and size.
As a further improvement of the present invention, the energy consumption area and non-energy consumption area of the box energy consumption sealing plate damper use
BLY100, BLY160 or Q235 low-yield construction(al)steel.
Further, the plain radial bearing is the self-lubricating plain radial bearing for introducing polytetrafluoroethylene (PTFE) fabric.
Further, the plain radial bearing size is calculated by design.
In the present invention, novel joint uses steel, is connected by screw bolts between each module, passes through live dry construction.
Node beam-ends is preset areas of plasticity hinge and is made of bearing and box energy consumption sealing plate damper: bearing is plain radial bearing, is passed through
Pre-buried styletable otic placode and bearing steel castings complete installation, realize the controllable steel section of prefabricated assembled concrete structural system plasticity
Point, requirement for bearing capacity can be met by rationally designing, and in order to meet the requirement of ductility of joint, energy dissipation capacity, plasticity controllability,
Then using the generation position of bearing control plastic hinge, offer shear-carrying capacity, arrangement damper provides bending stiffness under small shake,
Big shake effect is lower to provide energy dissipation capacity, realizes beam-ends node energy consumption after bending, and then optimize to node.And for tradition
The problem of node is difficult to install, can not dismantle, the area Hou Jiao is difficult to ensure then solves by using steel node.
Compared with prior art, the invention has the benefit that
Using technical solution of the present invention, bolt, work progress are tightened after need to only positioning to each component in work progress
Whole process does operation, and construction quality is easy to guarantee, the small speed of difficulty of construction is fast, and environmental pollution is small；Each component is replaceable, and reaching makes
With detachable after the service life；The generation area of artificial control plastic hinge under big shake effect, makes its beam-ends bending failure, to structure
System antidetonation is advantageous；Damper provides bending stiffness under small shake effect, has bearing capacity, has under big shake effect and is better than
The energy dissipation capacity of cast-in-place node.
Detailed description of the invention
Fig. 1 is a kind of overall schematic of the controllable steel node of prefabricated assembled concrete structural plasticity of the present invention.
Fig. 2 is the upper prop reinforcing bar schematic diagram that the present invention has inner ring embedded steel board.
Fig. 3 is the I-steel shell of column that connection end is had in styletable of the present invention connection.
Fig. 4 is that the upper lower prop inner and outer ring embedded steel board of the present invention aligns schematic diagram.
Fig. 5 is the upper lower prop assembling schematic diagram of the present invention.
Fig. 6 is that styletable of the present invention connects and beam-ends connects internal structure schematic diagram.
Fig. 7 is beam-ends connection schematic diagram of the present invention.
Fig. 8 is the integrally-built threedimensional model of the present invention.
Fig. 9 is beam-ends box of the present invention energy consumption sealing plate damper energy consumption module subregion schematic diagram.
Figure 10 is the box energy consumption sealing plate damper that the present invention is provided with three column holes.
Figure 11 is the side plate energy consumption module that the present invention is provided with two column holes.
Figure 12 is the upper lower roof plate energy consumption module sectional view of the present invention.
Figure 13 is a kind of plain radial bearing that the present invention selects.
Figure 14 is that steel box of the present invention converts beam section.
Figure 15 is a kind of box energy consumption sealing plate resistance of controllable steel node of prefabricated assembled concrete structural plasticity of the present invention
Buddhist nun's device stress distribution situation.
Figure 16 is the plasticity feelings on a kind of controllable steel node beam of prefabricated assembled concrete structural plasticity of the present invention
Condition.
Figure 17 is a kind of concrete damage situation of the controllable steel node of prefabricated assembled concrete structural plasticity of the present invention
Figure.
Figure 18 is a kind of hysteresis of prefabricated assembled concrete structural plasticity controllable steel node and cast-in-place node of the present invention
Curve comparison.
Figure 19 is a kind of skeleton of prefabricated assembled concrete structural plasticity controllable steel node and cast-in-place node of the present invention
Curve comparison.
Specific embodiment
Preferably embodiment of the invention is described in further detail below.The present embodiment is invention preferred implementation side
Formula, other its all principles and basic structure or implementation method are identical or approximate as the present embodiment, in the scope of the present invention
Within.
The design object of the controllable steel node of novel prefabricated assembled concrete structural plasticity is used in the present invention are as follows: use
After novel joint, common earthquake flowering structure dynamic characteristics and the comparison of conventional cast-in-place concrete structure are approximate constant, that is, guarantee just
It is constant to be often used state flowering structure rigidity, plays one's part to the full in fortification intensity or rarely occurred earthquake bottombearing damper, concentrates and absorbs ground
The structural vibration energy for shaking input protects other positions not enter plasticity or limitation plasticity developing, bearing undertakes main shearing, guarantor
Card node will not collapse, and then realization plasticity is controllable and realizes good energy-dissipating property.Node of the present invention with it is existing
Prefabricated concrete structure is different, is connected by screw bolts completely in construction, reach can carry out after service life or damage replacement or
Disassembly.Specific embodiment are as follows:
As shown in Fig. 1 ~ Figure 14, a kind of controllable steel node of prefabricated assembled concrete structural plasticity, the prefabrication and assembly construction
Formula concrete structure includes upper prop 1, lower prop 2 and beams of concrete 3, and steel beam-ends is equipped in the beams of concrete 3 and is connected, it is described on
Upper prop fashioned iron 11 and lower prop fashioned iron 21 are respectively equipped in column 1, lower prop 2；The upper prop 1, lower prop 2 are fashioned iron steel reinforced concrete；
Steel styletable is equipped between the upper prop 1, lower prop 2 to connect；
Connection is mutually butted by pre-buried inner ring embedded steel board 12, outer ring embedded steel board 22 between the upper prop 1 and lower prop 2,
The upper prop 1, lower prop 2 end face in the middle part of between be connected with stress fashioned iron 4, the present embodiment is I-steel；The inner ring embedded steel board
12, the open side of outer ring embedded steel board 22 respectively passes through U-shaped sealing plate and carries out sealing connection.The inner ring embedded steel board 12, outer ring embedded steel board
22 side plate width difference is equal to plate thickness, and the inner ring embedded steel board 12, the side plate of outer ring embedded steel board 22 and top plate are provided with bolt hole,
The inner ring embedded steel board 12 is welded with upper prop fashioned iron 11, is embedded in 1 concrete of upper prop in advance；The outer ring embedded steel board 22 and lower column type
Steel 21 welds, and is embedded in 1 concrete of upper prop in advance.The end of the inner ring embedded steel board 12 and outer ring embedded steel board 22 respectively with upper column type
Banding steel cage again after steel 11, lower prop fashioned iron 21 weld, last casting concrete respectively, formed the upper prop 1 with end of convert, under
Column 2.Here prefabricated bolt in inner ring embedded steel board 12,22 bolt hole of outer ring embedded steel board, first installs bolt, after-pouring concrete,
It only needs to tighten when in-site installation.Wherein, there are recessed for the endplate root of the inner ring embedded steel board 12 and outer ring embedded steel board 22
Slot is to align.
The end of the beams of concrete 3 is equipped with plain radial bearing 5, box energy consumption sealing plate damper 6, the conversion of steel box
Beam section 7, bearing steel castings 8 and rectangle steel-casting 9；The side plate and rectangle steel-casting 9 of the outer ring embedded steel board 22 are connected by bolt
It connects, the rectangle steel-casting 9 is prefabricated with bearing otic placode 10 on the face of beam-ends, and the side of the plain radial bearing 5 passes through
Bearing otic placode 10 is connect with rectangle steel-casting 9, and the other side of the plain radial bearing 5 passes through bearing steel castings 8 and concrete
Beam 3 connects, and the two sides of the box energy consumption sealing plate damper 6 pass through with rectangle steel-casting 9, steel box conversion beam section 7 respectively
It is bolted, the plain radial bearing 5 is located in box energy consumption sealing plate damper 6；The steel box is converted beam section 7 and is mixed
Solidifying soil beam 3 connects；Wherein, the steel box conversion beam section 7 and bearing steel castings 8 are embedded in the end of beams of concrete 3.
The steel box conversion beam section 7 includes angle steel part 71 and box part 72, and the angle steel part 71 is embedded into
In beams of concrete 3, the box part 72 is exposed outside beams of concrete 3, the outer diameter and beams of concrete 3 of exposed box part 72
The sealing plate thickness of a box energy consumption sealing plate damper 6 is differed, the box part 72 is equipped with bolt hole, the box part
72 are bolted with box energy consumption sealing plate damper 6.
The box energy consumption sealing plate damper 6 is made of two pieces of L-shaped open pore steel plates, the box energy consumption sealing plate damper
6 include that energy consumption area 61 and non-energy consumption area 62, the energy consumption area 61 are integrated with non-energy consumption area 62；The energy consumption area 61 is equipped with and opens
Non- wedge angle processing is done in hole, the end of aperture；The installation of box energy consumption sealing plate damper 6 be by non-energy consumption area 62 respectively with
Rectangle steel-casting 9 in steel box conversion beam section 7, outer ring embedded steel board 22 is connected by screw bolts completion.The energy consumption area 61 with
The thickness in non-energy consumption area 62 is identical, length, the box of width and exposed steel box conversion beam section 7 in the non-energy consumption area 62
Rectangle steel-casting 9 on part 72,22 side plate of outer ring embedded steel board matches；It is described energy consumption 61 side of area to hole columns be one column or
More than, the length-width ratio of the hole is definite value.The box energy consumption sealing plate damper 6 includes two groups of energy consumption modules, respectively side
To energy consumption module and top energy consumption module, determine that top energy consumption module size, the lateral module that consumes energy are short according to different actual needs
Column limb number and size.
The upper end of the stress fashioned iron 4 is equipped with the prefabricated connection board 41 in upper end, and lower end is equipped with the prefabricated connection board in lower end
42, the stress fashioned iron 4 by the prefabricated connection board 42 of the prefabricated connection board 41 in upper end and lower end respectively with inner ring embedded steel board 12
End plate face, the end plate face of outer ring embedded steel board 22 are connected by screw bolts.
The inner ring embedded steel board 12, outer ring embedded steel board 22 three plate faces be provided with bolt hole, the wherein bolt of end plate face
It is poured again after bolt is installed in advance on hole；The outer ring embedded steel board 22 welds rectangle steel-casting 9 in advance on the side plate of beam-ends,
The outer ring of the rectangle steel-casting 9 opens up bolt hole, and the corner of the rectangle steel-casting 9 goes wedge angle to handle, the rectangle
Steel-casting 9 is connected by bolt with box energy consumption sealing plate damper 6 is connect.
The box energy consumption sealing plate damper 6 uses BLY100, BLY160 or Q235 construction(al)steel, the centripetal joint shaft
The material for holding 5 is polytetrafluoroethylene (PTFE) fabric.
Specifically, sealing plate damper 6 is broadly divided into two groups of energy consumption modules referring to FIG. 9, the box in the present invention consumes energy,
Respectively lateral ABCD group and top ab group.For the accuracy for guaranteeing artificial plastic hinge generation area, areas of plasticity hinge need to be made strong
Degree is just equal to required design strength, and the intensity of slightly below left and right adjacent surface.According to embodiment project situation, calculates its bending resistance and hold
Loading capability guarantees have enough bearing capacitys under its common earthquake and enter under rarely occurred earthquake prior to reinforced beam and bend
Clothes, give full play to the energy dissipation capacity of damper, while carrying out stiffness analysis, it is therefore an objective to guarantee the predetermined areas of plasticity hinge of node normal
It meets earthquake flowering structure dynamic characteristics and the comparison of conventional cast-in-place concrete structure is approximate constant.To energy consumption module short column limb number and size
It is selected, damper as shown in Figure 10 is selected in this example, totally two pieces of L shape dampers, the region ABCD is lateral four limbs
Consume energy module, single limb width 40mm, length 150mm, pore width 10mm, and hole corner goes wedge angle to handle, the top area ab
Module width is consumed energy for 50mm in domain, and length 400mm, hole corner goes wedge angle to handle.As shown in figure 9, oblique line filling region
It is non-energy consumption area, width is taken as 100mm, to ensure to have enough wedge actions for energy consumption area's short column, guarantees simultaneously
Thereon bolt have reasonable end away from and spacing.Damper energy consumption area and non-energy consumption area thickness are identical, are 16mm, damper
Steel select low-yield highly energy-consuming construction(al)steel BLY-100.The side plate energy consumption module for being provided with two column holes is as shown in figure 11, on
Lower roof plate energy consumption module sectional view is as shown in figure 12.
Selection of Bearings self-lubricating plain radial bearing in the present invention, bearing series GEGXXET-2RS, wherein GE is indicated
Plain radial bearing, G indicate that G dimension series, XX indicate that internal diameter code name, E indicate single seam outer ring, and T indicates that outer ring slidingsurface is
Polytetrafluoroethylene (PTFE) fabric, -2RS indicate oscillating bearing two sides band sealing ring.According to the needs of embodiment shear-carrying capacity, institute is calculated
The bearing shear-carrying capacity needed, and then determine minimum bearing size, while comprehensively considering the appearance in box energy consumption sealing plate damper
Perhaps installation space, the present embodiment select GEG60ET-2RS bearing, and specific size parameter is shown in Figure 13.
Styletable connection in the present invention, considers that the design of " strong column and weak beam " in framework design is wanted in Design of Bearing Capacity
It asks, styletable stress is amplified, to guarantee that the pillar for acting on lower node in big shake does not destroy.Column axial force is mainly by there is company
The I-steel shell of column and inner and outer ring embedded steel board for connecing end plate undertake, and axle power is allocated by forced area, is selected reasonably with this
I-steel section and embedded steel board plate thickness, I-steel section avoids having big difference with profile steel concrete column Shaped Steel, to guarantee power transmission
Approach is clear, this example selects steel I-column section model HW300X300X10X15, embedded steel board thickness 12mm, steel Q345.
To guarantee that out-of-plane buckling does not occur for inner and outer ring embedded steel board, anti-buckling floor is added in styletable connection.
Reinforced beam and combined steel and concrete column design method in the present invention with the cast-in-place node that is provided in specification
Design method is identical.
To guarantee that beam-ends Path of Force Transfer is reasonable, section is smooth, rectangle steel-casting and steel box conversion beam section outer profile are equal
Less than the thickness of one Wasted-energy steel plate of beams of concrete, i.e. 16mm.It is provided with screw hole, screw hole dimensions and spacing thereon by checking computations, protects
Card bolt and steel plate are not cut up, and it is as shown in figure 14 that steel box converts beam section concrete form.
The design principle of bearing steel castings and otic placode size are as follows: guarantee the shearing strength for having sufficient, to ensure damping
Device enters after plasticity, and bearing has enough shear resistant capacities and node will not be collapsed, herein under the premise of, minimize
The size of bearing steel castings and otic placode, it is therefore an objective to construct and arranging that anti-buckling device provides enough spaces.Bearing steel castings
And otic placode size and its positional relationship can refer to Fig. 6.
By carrying out finite element analysis to the present embodiment, the final failure mode of node is obtained are as follows: the box of beam-ends connection
Energy consumption sealing plate damper takes the lead in entering surrender, and component adjacent thereto does not destroy, and the plasticity for realizing node failure is controllable,
Specific failure mode can refer to real shown in plasticity situation and Figure 17 on embodiment novel joint beam shown in Figure 16
Apply a novel joint concrete damage situation.Box consumes energy the performance of sealing plate damper energy consumption area's stress level sufficiently, non-energy consumption area
Stress level is lower, specifically refers to embodiment box energy consumption sealing plate damper stress distribution situation shown in figure 15.Pass through figure
Embodiment novel joint shown in 18 and the hysteresis loop of cast-in-place node compare, hence it is evident that discovery novel joint hysteresis loop is more full
Full, energy dissipation capacity is better than cast-in-place node.It is compared by embodiment novel joint shown in Figure 19 and the skeleton curve of cast-in-place node,
It was found that novel joint is similar to cast-in-place node initial stiffness, novel joint has under small shake effect approximately to be moved with cast-in-place node
Force characteristic, but cast-in-place node intensity after the bearing capacity that reaches capacity declines rapidly, and ductility is poor, and novel joint can keep higher
Strength level, ductility be significantly better than cast-in-place node.
Only illustrate structure and concrete application of the invention with a kind of concrete condition in this example, there is also other realities by the present invention
Apply mode, construction and methods for using them.It is the energy consumption module for arranging four pieces of lateral four limbs as this example provides, but not limited to this,
Different energy consumption module arrangement and quantity selection scheme can be taken according to actual requirement of engineering.
It the composite can be widely applied to assembly concrete frame structure, in assembly concrete frame core wall structure,
To solve failure mode control of the structural system under big shake effect, and improve the anti-seismic performance of structure entirety.
The above content is a further detailed description of the present invention in conjunction with specific preferred embodiments, and it cannot be said that
Specific implementation of the invention is only limited to these instructions.For those of ordinary skill in the art to which the present invention belongs, exist
Under the premise of not departing from present inventive concept, a number of simple deductions or replacements can also be made, all shall be regarded as belonging to of the invention
Protection scope.
Claims (10)
1. a kind of controllable steel node of prefabricated assembled concrete structural plasticity, it is characterised in that: the prefabricated assembled coagulation
The controllable steel node of soil structure plasticity connects prefabricated assembled concrete structure, and the prefabricated assembled concrete structure includes upper
Column, lower prop, beams of concrete are equipped with steel beam-ends in the beams of concrete and connect, be respectively equipped with column type in the upper prop, lower prop
Steel and lower prop fashioned iron；Steel styletable is equipped between the upper prop, lower prop to connect；
Connection is mutually butted by pre-buried inner ring embedded steel board, outer ring embedded steel board between the upper prop and lower prop, the upper prop, under
Stress fashioned iron is connected between in the middle part of the end face of column；
The end of the beams of concrete is equipped with plain radial bearing, box energy consumption sealing plate damper, steel box and converts beam section, axis
Hold steel-casting and rectangle steel-casting；The side plate and rectangle steel-casting of the outer ring embedded steel board are by being welded to connect, the rectangle casting
Steel part is connect by bearing otic placode with plain radial bearing, and the plain radial bearing is connected by bearing steel castings and beams of concrete
It connecing, the two sides of the box energy consumption sealing plate damper are bolted with rectangle steel-casting, steel box conversion beam section respectively,
The plain radial bearing is located in box energy consumption sealing plate damper；The steel box conversion beam section is connect with beams of concrete；
Wherein, the steel box conversion beam section and bearing steel castings are embedded in the end of beams of concrete.
2. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 1, it is characterised in that: described
It includes angle steel part and box part that steel box, which converts beam section, and the angle steel is partially embedded into beams of concrete, the box
Partial denudation goes out outside beams of concrete, and the outer diameter of exposed box part differs a box energy consumption sealing plate damper with beams of concrete
Sealing plate thickness, the box part be equipped with bolt hole, the box part and box energy consumption sealing plate damper pass through bolt
Connection.
3. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 2, it is characterised in that: described
Box energy consumption sealing plate damper is made of two pieces of L-shaped open pore steel plates, box energy consumption sealing plate damper include energy consumption area and
Non- energy consumption area, the energy consumption area are integrated with non-energy consumption area；The energy consumption area is equipped with aperture, and non-sharp corner is done in the end of aperture
Reason；The non-energy consumption sector width and energy consumption area's manomelia size are determined by design；The non-energy consumption sector width is by designing the box
The installation of energy consumption sealing plate damper is cast respectively with the rectangle on steel box conversion beam section, outer ring embedded steel board by non-energy consumption area
Steel part is connected by screw bolts completion.
4. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 3, it is characterised in that: described
Consuming energy, area is identical as the non-energy consumption thickness in area, and length, width and the exposed steel box in the non-energy consumption area convert beam section case
Rectangle steel-casting matching on type part, outer ring embedded steel board side plate；The lateral hole columns in the energy consumption area is column or more.
5. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 1, it is characterised in that: it is wrapped
Include U-shaped sealing plate, the inner ring embedded steel board, outer ring embedded steel board open side sealing connection is carried out by U-shaped sealing plate；The force type
The upper end of steel is equipped with the prefabricated connection board in upper end, and lower end is equipped with the prefabricated connection board in lower end, and the stress fashioned iron passes through upper end
The prefabricated connection board of prefabricated connection board and lower end is adopted with inner ring embedded steel board end plate face, the end plate face of outer ring embedded steel board respectively
It is connected with fixing piece；Anti-buckling floor is arranged between U-shaped sealing plate in the stress fashioned iron and inner ring embedded steel board, outer ring embedded steel board.
6. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 5, it is characterised in that: described
The end of inner ring embedded steel board and outer ring embedded steel board with banding steel cage again after upper prop fashioned iron, the welding of lower prop fashioned iron, is finally divided respectively
Other casting concrete forms upper prop, the lower prop with end of convert.
7. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 6, it is characterised in that: described
Inner ring embedded steel board, outer ring embedded steel board side plate width difference be equal to side plate plate thickness, the side plate of the inner ring embedded steel board, outer ring embedded steel board
And top plate is provided with bolt hole, the inner ring embedded steel board and upper prop fashioned iron or lower prop fashioned iron weld, be embedded in advance upper prop concrete or
In lower prop concrete；The outer ring embedded steel board and lower prop fashioned iron or upper prop fashioned iron weld, and are embedded in lower prop concrete in advance or upper prop is mixed
In solidifying soil.
8. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 6, it is characterised in that: described
Inner ring embedded steel board, outer ring embedded steel board three plate faces be provided with bolt hole, bolt is wherein installed in advance on the bolt hole of end plate face
It pours again afterwards；The outer ring embedded steel board welds rectangle steel-casting in advance on the side plate of beam-ends, the rectangle steel-casting it is outer
Circle open up bolt hole, the corner of the rectangle steel-casting goes wedge angle to handle, the rectangle steel-casting by bolt with connect
Box energy consumption sealing plate damper connection.
9. the controllable steel node of prefabricated assembled concrete structural plasticity described in any one according to claim 1 ~ 8, special
Sign is: the box energy consumption sealing plate damper includes two groups of energy consumption modules, and respectively laterally consume energy mould for energy consumption module and top
Block determines top energy consumption module size, lateral energy consumption module short column limb number and size according to different actual needs.
10. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 9, it is characterised in that: institute
Box energy consumption sealing plate damper is stated using BLY100, BLY160 or Q235 construction(al)steel, the plain radial bearing is to introduce to gather
The self-lubricating plain radial bearing of tetrafluoroethene fabric.
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| 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 |
| CN107401220A (en) * | 2017-09-25 | 2017-11-28 | 季芙瑶 | A kind of beam connecting node of assembly concrete framework |
| EP3988740A1 (en) * | 2017-10-03 | 2022-04-27 | Patco LLC | Seismic yielding connection |
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| CN109914588B (en) * | 2019-03-29 | 2024-03-22 | 重庆大学 | Concrete frame connecting system containing steel plate anchoring connecting node and buckling restrained brace thereof |
| CN110241914A (en) * | 2019-05-29 | 2019-09-17 | 东南大学 | The controllable assembling type node construction of rigidity and its construction method |
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| CN110847357B (en) * | 2019-11-28 | 2021-02-02 | 东南大学 | Energy dissipation spare modular assembled is from low damage node of restoring to throne concrete frame |
| CN111663664B (en) * | 2020-06-28 | 2021-05-07 | 哈尔滨工业大学（深圳） | Assembled bearing capacity and rigidity independent control node |
| CN113700363B (en) * | 2021-08-01 | 2023-04-28 | 北京工业大学 | Assembled easy-resetting rotary energy consumption node |
| CN113585512B (en) * | 2021-08-30 | 2023-03-28 | 尚庆鹏 | Assembled-based anti-seismic node structure |
| CN114508174B (en) * | 2022-02-23 | 2023-04-11 | 福建工程学院 | Can replace assembled beam column node of artifical hinge |
| CN114909011B (en) * | 2022-05-11 | 2024-06-11 | 重庆大学 | Replaceable assembled beam column node free of floor damage |
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