CN106978853A - 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 PDF

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Publication number
CN106978853A
CN106978853A CN201710310035.9A CN201710310035A CN106978853A CN 106978853 A CN106978853 A CN 106978853A CN 201710310035 A CN201710310035 A CN 201710310035A CN 106978853 A CN106978853 A CN 106978853A
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CN
China
Prior art keywords
steel
power consumption
prop
box
concrete
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CN201710310035.9A
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Chinese (zh)
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CN106978853B (en
Inventor
滕军
李祚华
欧进萍
赵锐
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哈尔滨工业大学深圳研究生院
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Priority to CN201710310035.9A priority Critical patent/CN106978853B/en
Publication of CN106978853A publication Critical patent/CN106978853A/en
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Publication of CN106978853B publication Critical patent/CN106978853B/en

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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38Connections for building structures in general
    • E04B1/58Connections for building structures in general of bar-shaped building elements
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21Connections specially adapted therefor
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21Connections specially adapted therefor
    • E04B1/215Connections specially adapted therefor comprising metallic plates or parts
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/30Structures 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
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38Connections for building structures in general
    • E04B1/58Connections for building structures in general of bar-shaped building elements
    • E04B1/5806Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile
    • E04B1/5812Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile of substantially I - or H - form
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04HBUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate
    • E04H9/02Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate withstanding earthquake or sinking of ground
    • E04H9/021Bearing, supporting or connecting constructions specially adapted for such buildings
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04HBUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate
    • E04H9/02Buildings, or groups of buildings, or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake, extreme climate withstanding earthquake or sinking of ground
    • E04H9/025Structures with concrete columns

Abstract

The invention provides a kind of controllable steel node of prefabricated assembled concrete structural plasticity, connection is mutually butted by pre-buried inner ring embedded steel board, outer shroud embedded steel board between the upper prop and lower prop of the prefabricated assembled concrete structure, stress shaped steel is connected between the upper prop, the end face middle part of lower prop;The side plate of the outer shroud embedded steel board is connected with rectangle steel-casting by fixture, the rectangle steel-casting is connected with plain radial bearing, the plain radial bearing is connected by bearing steel castings with beams of concrete, the both sides of the box power consumption shrouding damper are bolted with rectangle steel-casting, steel box conversion beam section respectively, and the plain radial bearing is located in box power consumption shrouding damper;The steel box conversion beam section is connected with beams of concrete.Technical scheme, the dry operation of work progress whole process, construction quality is easy to guarantee, and easy to install detachable, environmental pollution is small, and structural plasticity is controllable, with good shock resistance.

Description

A kind of controllable steel node of prefabricated assembled concrete structural plasticity

Technical field

The invention belongs to fabricated construction design of node technical field, more particularly to a kind of prefabricated assembled concrete structure The controllable steel node of plasticity.

Background technology

Prefabricated concrete structure because its production efficiency is high, component quality is good, building waste is few, economize on resources with the energy etc. Advantage is by domestic and international extensive use.Prefabricated construction is mainly connected and composed by prefabricated components and node, to ensure structure Good performance, then require that prefabricated construction is realized on component and node safe and reliable.Prefabricated components are completely in work Machined in factory, production work ambient stable, production technology industrialization degree are high, the quality of production is checked on strictly, therefore it is produced Moral character is readily susceptible to ensure;But the node of fabricated construction is connected, second pouring is related in installation process, is difficult to check, no Easy-operating problem, quality is difficult to ensure that, 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 assembled connection two Kind.After pour monoblock type connection reinforcing bar or bolt stretched out using component, after welding, overlap joint or mechanical connection, casting concrete Or grout injection;Assembled connection is then implant plate or other steel parts, is bolted or welds, so as to reach company The purpose connect.In practical set formula concrete structure and combining structure engineer applied, it is more use after pour monoblock type company Connect, i.e., usually said wet connection, such as full grout sleeve connection, 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 are connected to these both at home and abroad are studied, and pass through experimental analysis or finite element fraction The mode of simulation is analysed, the related conclusions of its weak area, mechanical property, failure mode and difficulty of construction are obtained.Substantial amounts of experiment point Analysis prove, after pour monoblock type node weak area destruction often occur in beam-ends Hou Jiao areas 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 found by many experiments analysis Its strength degradation and progressive damage substantially, and generally have the problems such as energy dissipation capacity is poor, ductility is poor, and node takes the lead in destroying and then led The total collapse of structure is caused, repairs 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, it is non-dismountable using wet connection, cause this kind of joint form difficulty of construction It is larger, and the replacing or dismounting of node or component can not be realized.

Assembled connection is more to be applied to assembling due to being all connected by screw bolts, the dry type of attachment such as being welded to connect 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 Learn performance, failure mode, difficulty of construction etc. to be studied, research and analyse and show:Assembled connecting node weak area and failure mould Formula differs greatly because of design difference, shows as plasticity uncontrollable;Pass through on bearing capacity, rigidity, ductility and the energy dissipation capacity of node Rational design can be achieved have certain lifting compared with cast-in-place node, it was demonstrated that realize fabricated construction node using steel node The improvement of energy, but different design of node difference is obvious, and not yet have clear and definite design theory method;It is current in construction method Research is more, and using being welded to connect, component is non-exchange after being terminated using life cycle and dismantles, and causes the waste of material, and The advantage of assembled steel node environmental protection is not given full play to.

In recent years, many new 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 rods node, Morgen frcition dampers node, Guangzhou New TV Tower Floor beam Universal hinged joint, Structure of Shanghai Pudong International Airport T 2 Y shape post-beam bearing node etc..These novel joint forms Propose, new direction is provided for fabricated construction Joint design method.Dissipative member is conducive to improving the energy dissipation capacity of node, The application of machinery hinge can control the articulated position in structure.The shock resistance in enhancing node in itself but research at present focuses mostly on 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, Do not consider to the overall influence of structure.

The content of the invention

For above technical problem, the invention discloses a kind of controllable steel section of prefabricated assembled concrete structural plasticity Point, solves and node construction quality is poured after assembled is difficult to ensure card, non-dismountable and change, and plasticity is uncontrollable, energy dissipation capacity The shortcoming of difference, and by verifying the design method accurately and reliably.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 connected in steel possess that convenient construction is easy to install, involvement connect it is detachable, good energy dissipation capacity etc. can be achieved On the basis of feature, the actual conditions of extensive application of the concrete structure in Practical Project, the novel joint of proposition are combined. The failure mode final under node earthquake is set to be:Under small shake effect, novel joint is equal to cast-in-place node, possesses enough hold Loading capability and rigidity;Under big shake effect, beam-ends box power consumption shrouding damper is taken the lead in surrendering, and plasticity is turned into jointly with bearing Hinge, the main function of box power consumption shrouding damper is changed into offer energy dissipation capacity by offer bending rigidity, 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, so as to ensure that node is not sheared Destruction, realizes the controllable design of plasticity of novel joint.

In this regard, the technical solution adopted by the present invention is:

A kind of controllable steel node of prefabricated assembled concrete structural plasticity, the prefabricated assembled concrete structure includes upper Upper prop shaped steel and lower prop shaped steel are respectively equipped with post, lower prop, beams of concrete, the upper prop, lower prop;It is provided with the beams of concrete Steel beam-ends is connected;Connected between the upper prop, lower prop provided with steel styletable;The upper prop, lower prop are concrete column;

Connection is mutually butted by pre-buried inner ring embedded steel board, outer shroud embedded steel board between the upper prop and lower prop, the upper prop, under Stress shaped steel is connected between in the middle part of the end face of post;It is preferred that, the stress shaped steel is steel I-column;

The end of the beams of concrete is provided with plain radial bearing, box power consumption shrouding damper, steel box conversion beam section, axle Hold steel-casting and rectangle steel-casting;The side plate of the outer shroud embedded steel board is with rectangle steel-casting by being welded to connect, and the rectangle is cast Steel part is connected by bearing otic placode with plain radial bearing, and the plain radial bearing is connected by bearing steel castings and beams of concrete Connect, the both sides of the box power consumption shrouding damper are bolted with rectangle steel-casting, steel box conversion beam section respectively, The plain radial bearing is located in box power consumption shrouding damper;The steel box conversion beam section is connected with beams of concrete. Wherein, steel box conversion beam section and bearing steel castings be embedded in the end of beams of concrete, bearing steel castings install to Heart oscillating bearing.The pre-buried inner ring embedded steel board, outer shroud embedded steel board are that inner ring embedded steel board is embedded in upper prop or lower prop, outer shroud Embedded steel board is embedded in lower prop or upper prop.

During installation, the upper lower prop of styletable connection passes through the pre-buried inner and outer ring embedded steel board side plate butt junction location in end, styletable connection Stress shaped steel is installed at middle part, and wherein stress shaped steel is connected by the prefabricated connection end plate of upper and lower ends with inner and outer ring embedded steel board bottom bolts Installation is connect, remaining component is directly connected by screw bolts.The beam-to-column joint contraposition of the present invention is realized by the installation of bearing.

Using this technical scheme, possess that convenient construction is easy to install according to steel connection, involvement connect it is detachable, can be achieved it is good Energy dissipation capacity the features such as, and combine the actual conditions of extensive application of the concrete structure in Practical Project, one kind of proposition The steel node of the controllable detachable new prefabricated assembled concrete structural system easy to install of plasticity, makes final under node earthquake Failure mode be:Under small shake effect, novel joint is equal to cast-in-place node, possesses enough bearing capacitys and rigidity; Under big shake effect, beam-ends box power consumption shrouding damper is taken the lead in surrendering, and plastic hinge, box power consumption shrouding resistance are turned into jointly with bearing The main function of Buddhist nun's device is changed into offer energy dissipation capacity by offer bending rigidity, while a small amount of stiffness contribution is provided, beam-ends At this moment axle power and shearing are mainly provided by plain radial bearing, so as to ensure that failure by shear does not occur for node, realize novel joint The controllable design of plasticity.This technical scheme can realize the target that plasticity is controllable under geological process and energy dissipation capacity is good.

As a further improvement on the present invention, the steel box conversion beam section includes angle steel part and box part, institute State angle steel to be partially embedded into beams of concrete, the box partial denudation goes out outside beams of concrete, the external diameter of exposed box part The shrouding thickness of a box power consumption shrouding damper is differed with beams of concrete, the box part is provided with bolt hole, described Box part is bolted with box power consumption shrouding damper.

As a further improvement on the present invention, the box power consumption shrouding damper is made up of the open pore steel plate of two pieces of L-shaped, The box power consumption shrouding damper includes power consumption area and non-power consumption area, and the installation of the box power consumption shrouding damper is to pass through Non- power consumption area is connected by screw bolts completion with the rectangle steel-casting on steel box conversion beam section, outer shroud embedded steel board respectively.Wherein, It is preferred that, the box power consumption shrouding damper is made up of the perforate low yield point steel plate of two pieces of L-shaped.

As a further improvement on the present invention, the power consumption area is integrated with non-power consumption area.

As a further improvement on the present invention, the power consumption area is provided with perforate, and non-wedge angle processing is done in the end of perforate.

As a further improvement on the present invention, the lateral hole columns in the power consumption area is row or more.

As a further improvement on the present invention, the length-width ratio of the hole is definite value.

As a further improvement on the present invention, to ensure that beam section size is consistent, the thickness in the power consumption area and non-power consumption area Degree is identical.

As a further improvement on the present invention, the length in the non-power consumption area, width and exposed steel box conversion beam Rectangle steel-casting matching on section box part, outer shroud embedded steel board side plate.

As a further improvement on the present invention, the short column size in the power consumption area, columns are determined by design.

The non-power consumption sector width, power consumption area's top surface and side manomelia size and pitch of bolts, number are determined by design.

As a further improvement on the present invention, box power consumption shrouding damper laterally consume energy area power consumption module can be according to reality Situation carries out the selection of power consumption short column limb number and combined.

As a further improvement on the present invention, the rectangle steel-casting is prefabricated with bearing otic placode, institute on the face of beam-ends The bearing pin for stating plain radial bearing is connected with bearing otic placode, and the outer shroud of the plain radial bearing is connected with bearing steel castings.This The beam-to-column joint contraposition of invention is realized by the installation of bearing, after bearing aligns with bearing otic placode, inserts bearing pin.

As a further improvement on the present invention, the upper end of the stress shaped steel is provided with the prefabricated connection end plate in upper end, its lower end Provided with the prefabricated connection end plate in lower end, the stress shaped steel by the prefabricated connection end plate of the prefabricated connection end plate in upper end and lower end respectively with Inner ring embedded steel board end plate face, the end plate face of outer shroud embedded steel board are connected using fixture.In this technical scheme, styletable connection In, stress shaped steel is installed as main compression member, the upper and lower end and the prefabricated connection end plate in upper end, lower end of stress shaped steel are pre- System connection end plate is prefabricated in the factory connection, forms the stress shaped steel section with connection end.Stress shaped steel section is pre- with upper and lower styletable 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 in operable one end.It is preferred that, the stress shaped steel is I-steel.

As a further improvement on the present invention, in addition to U-shaped shrouding, the inner ring embedded steel board, the opening of outer shroud embedded steel board Side carries out sealing connection by two blocks of U-shaped shroudings, completes assembling, the bolt hole of alignment U-shaped shrouding and inner and outer rings embedded steel board side plate Afterwards, it is bolted.It is preferred that, the U-shaped shrouding is U-shaped steel plate.

As a further improvement on the present invention, stress shaped steel section and inner and outer ring embedded steel board side plate, U-shaped shrouding in styletable connection Between arrange anti-buckling steel plate.

As a further improvement on the present invention, the end of the inner ring embedded steel board and outer shroud embedded steel board respectively with upper column type Banding steel cage again after steel, the welding of lower prop shaped steel, last casting concrete respectively, so formed there is end of convert upper prop, under Post.

As a further improvement on the present invention, the inner ring embedded steel board, the side plate stand out of outer shroud embedded steel board are equal to side plate Thickness of slab, the inner ring embedded steel board, the side plate of outer shroud 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 shaped steel, are embedded in upper prop concrete or lower prop concrete in advance;The outer shroud embedded steel board and lower prop shaped steel or on Column type steel is welded, and is embedded in advance in lower prop concrete or upper prop concrete.

As a further improvement on the present invention, the inner ring embedded steel board, three plate faces of outer shroud embedded steel board are provided with bolt hole, Poured again after advance installation bolt wherein on the bolt hole of end plate face, it is to avoid styletable concrete is caused in bolt installation process Damage.

As a further improvement on the present invention, the outer shroud 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 opens 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 being connected box power consumption shrouding damper.

The upper prop of the present invention, the contraposition of lower prop are inserted by two blocks of pre-buried inner ring steel of the styletable difference above and below concrete Plate, outer shroud embedded steel board, then dock inner ring embedded steel board, outer shroud embedded steel board the corresponding bolt hole of side plate it is concordant after, tighten bolt Complete docking.

As a further improvement on the present invention, the box power consumption shrouding damper includes two groups of power consumption modules, is respectively Lateral power consumption module and top power consumption module, determination top power consumption module size and the module that laterally consumes energy are actually needed according to difference Short column limb number and size.

As a further improvement on the present invention, the power consumption area and non-power consumption area of the box power consumption shrouding damper are used 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 is used to be connected by screw bolts between steel, each module, passes through live dry construction. Node beam-ends is preset areas of plasticity hinge and is made up of bearing and box power consumption shrouding damper:Bearing is plain radial bearing, is passed through Pre-buried styletable otic placode and bearing steel castings complete to install, and realize the controllable steel section of prefabricated assembled concrete structural system plasticity Point, requirement for bearing capacity can by rationally designing satisfaction, and in order to meet ductility of joint, energy dissipation capacity, plasticity controllability requirement, Then using the generation position of bearing control plastic hinge, offer shear-carrying capacity, arrangement damper provides bending rigidity under small shake, Big shake effect is lower to provide energy dissipation capacity, realizes beam-ends node power consumption after bending, and then node is optimized.And for tradition The problem of node is difficult to install, can not dismantled, Hou Jiao areas are difficult to ensure that, then solved by using steel node.

Compared with prior art, beneficial effects of the present invention are:

Using technical scheme, bolt is tightened after need to only being positioned in work progress to each component, work progress is whole Dry operation, construction quality is easy to guarantee, and the small speed of difficulty of construction is fast, and environmental pollution is small;Each component is replaceable, reaches and uses the longevity It is detachable after life;The generation area of manual control plastic hinge under big shake effect, is beam-ends bending failure, to structural system Antidetonation is favourable;Damper provides bending rigidity under small shake effect, possesses bearing capacity, possesses under big shake effect better than cast-in-place The energy dissipation capacity of node.

Brief description of the drawings

Fig. 1 is a kind of overall schematic of the controllable steel node of prefabricated assembled concrete structural plasticity of the invention.

Fig. 2 carries the upper prop reinforcing bar schematic diagram of inner ring embedded steel board for the present invention.

Fig. 3 is the I-steel shell of column that connection end is carried during styletable of the present invention is connected.

Fig. 4 is the upper lower prop inner and outer ring embedded steel board contraposition schematic diagram of the present invention.

Fig. 5 is the upper lower prop assembling schematic diagram of the present invention.

Fig. 6 is that styletable of the present invention is connected and beam-ends connection internal structure schematic diagram.

Fig. 7 is beam-ends connection diagram of the present invention.

Fig. 8 is integrally-built threedimensional model of the invention.

Fig. 9 is beam-ends box of the present invention power consumption shrouding damper power consumption module subregion schematic diagram.

Figure 10 is provided with the box power consumption shrouding damper of three row holes for the present invention.

Figure 11 is provided with the side plate power consumption module of two row holes for the present invention.

Figure 12 is the upper lower roof plate power consumption module profile of the present invention.

A kind of plain radial bearing that Figure 13 selects for the present invention.

Figure 14 is that steel box of the present invention changes beam section.

Figure 15 hinders for a kind of box power consumption shrouding of controllable steel node of prefabricated assembled concrete structural plasticity of the 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 invention Condition.

Figure 17 is a kind of concrete damage situation of the controllable steel node of prefabricated assembled concrete structural plasticity of the invention Figure.

Figure 18 is the hysteresis of a kind of controllable steel node of prefabricated assembled concrete structural plasticity of the invention and cast-in-place node Curve comparison.

Figure 19 is a kind of controllable steel node of prefabricated assembled concrete structural plasticity of the invention and the skeleton of cast-in-place node Curve comparison.

Embodiment

The preferably embodiment to the present invention is described in further detail below.The present embodiment is the invention side of being preferable to carry out Formula, other all its principle and basic structure or implementation method are identical or approximate with the present embodiment, in the scope of the present invention Within.

It is using the design object of the controllable steel node of new prefabricated assembled concrete structural plasticity in the present invention:Use After novel joint, structural dynamic characteristic and the contrast of conventional cast-in-place concrete structure are approximate constant under common earthquake, that is, ensure just The rigidity of structure is constant under normal use state, is played one's part to the full in fortification intensity or rarely occurred earthquake bottombearing damper, concentrates and absorbs ground The structural vibration energy of input is shaken, protects other positions not enter plasticity or limitation plasticity developing, bearing undertakes main shearing, protected Card node will not cave in, and then realize that plasticity is controllable and realize 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 service life or can be changed after damaging or Dismounting.Embodiment is:

As shown in Fig. 1 ~ Figure 14, a kind of controllable steel node of prefabricated assembled concrete structural plasticity is described prefabricated assembled mixed Xtah Crude Clay structure includes being provided with the connection of steel beam-ends in upper prop 1, lower prop 2 and beams of concrete 3, the beams of concrete 3, the upper prop 1, Upper prop shaped steel 11 and lower prop shaped steel 21 are respectively equipped with lower prop 2;The upper prop 1, lower prop 2 are shaped steel steel reinforced concrete;It is described Connected between upper prop 1, lower prop 2 provided with steel styletable;

Connection is mutually butted by pre-buried inner ring embedded steel board 12, outer shroud embedded steel board 22 between the upper prop 1 and lower prop 2, it is described Stress shaped steel 4 is connected between in the middle part of upper prop 1, the end face of lower prop 2, the present embodiment is I-steel;It is the inner ring embedded steel board 12, outer The open side of ring embedded steel board 22 respectively carries out sealing connection by U-shaped shrouding.The inner ring embedded steel board 12, the side of outer shroud embedded steel board 22 Plate stand out is equal to thickness of slab, and the inner ring embedded steel board 12, the side plate of outer shroud embedded steel board 22 and top plate are provided with bolt hole, described interior Ring embedded steel board 12 is welded with upper prop shaped steel 11, is embedded in advance in the concrete of upper prop 1;The outer shroud embedded steel board 22 is welded with lower prop shaped steel 21 Connect, be embedded in advance in the concrete of upper prop 1.The end of the inner ring embedded steel board 12 and outer shroud embedded steel board 22 respectively with upper prop shaped steel 11, Banding steel cage again after lower prop shaped steel 21 is welded, finally casting concrete respectively, forms upper prop 1, lower prop 2 with end of convert. Here prefabricated bolt in inner ring embedded steel board 12, the bolt hole of outer shroud embedded steel board 22, first installation bolt, after-pouring concrete, scene Only need to tighten during installation.Wherein, the endplate root of the inner ring embedded steel board 12 and outer shroud embedded steel board 22 leaves groove use To align.

The end of the beams of concrete 3 is provided with plain radial bearing 5, box power consumption shrouding damper 6, the conversion of steel box Beam section 7, bearing steel castings 8 and rectangle steel-casting 9;The side plate of the outer shroud embedded steel board 22 is connected with rectangle steel-casting 9 by bolt Connect, the rectangle steel-casting 9 is prefabricated with bearing otic placode 10 on the face of beam-ends, the side of the plain radial bearing 5 passes through Bearing otic placode 10 is connected with rectangle steel-casting 9, and the opposite side of the plain radial bearing 5 passes through bearing steel castings 8 and concrete Beam 3 is connected, and the both sides of the box power consumption shrouding damper 6 pass through with rectangle steel-casting 9, steel box conversion beam section 7 respectively Bolt connection, the plain radial bearing 5 is located in box power consumption shrouding damper 6;The steel box conversion beam section 7 is with mixing Solidifying soil beam 3 is connected;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, external diameter and the beams of concrete 3 of exposed box part 72 The shrouding thickness of one box power consumption shrouding damper 6 of difference, the box part 72 is provided with bolt hole, the box part 72 are bolted with box power consumption shrouding damper 6.

The box power consumption shrouding damper 6 is made up of the open pore steel plate of two pieces of L-shaped, the box power consumption shrouding damper 6 include power consumption area 61 and non-power consumption area 62, and the power consumption area 61 is integrated with non-power consumption area 62;The power consumption area 61 is provided with and opened Do non-wedge angle processing in hole, the end of perforate;The installation of box power consumption shrouding damper 6 be by non-power consumption area 62 respectively with Rectangle steel-casting 9 in steel box conversion beam section 7, outer shroud embedded steel board 22 is connected by screw bolts completion.The power consumption area 61 with The thickness in non-power consumption area 62 is identical, and the length in the non-power consumption area 62, width change the box of beam section 7 with exposed steel box Rectangle steel-casting 9 on part 72, the side plate of outer shroud embedded steel board 22 is matched;The lateral hole columns in the power consumption area 61 be one row or More than, the length-width ratio of the hole is definite value.The box power consumption shrouding damper 6 includes two groups of power consumption modules, respectively side To power consumption module and top power consumption module, determination top power consumption module size, lateral power consumption module are actually needed according to difference short Post limb number and size.

The upper end of the stress shaped steel 4 is provided with the prefabricated connection end plate 41 in upper end, and its lower end is provided with the prefabricated connection end plate in lower end 42, the stress shaped steel 4 by upper end it is prefabricated connection end plate 41 and lower end it is prefabricated connection end plate 42 respectively with inner ring embedded steel board 12 End plate face, the end plate face of outer shroud embedded steel board 22 are connected by screw bolts.

The inner ring embedded steel board 12, three plate faces of outer shroud embedded steel board 22 are provided with the bolt of bolt hole, wherein end plate face Poured again after advance installation bolt on hole;The outer shroud 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 being connected box power consumption shrouding damper 6.

The box power consumption shrouding damper 6 uses BLY100, BLY160 or Q235 construction(al)steel, the centripetal joint shaft The material for holding 5 is polytetrafluoroethylene (PTFE) fabric.

Specifically, the box power consumption shrouding damper 6 that refer in Fig. 9, the present invention is broadly divided into two groups of power consumption modules, Respectively lateral ABCD groups and top ab groups.To ensure the accuracy of artificial plastic hinge generation area, areas of plasticity hinge need to be made strong Degree is just equal to required design strength, and the slightly below intensity of left and right adjacent surface.According to embodiment project situation, calculate its bending resistance and hold Loading capability, it is ensured that possess 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 ensure the predetermined areas of plasticity hinge of node normal Meet structural dynamic characteristic and the contrast of conventional cast-in-place concrete structure under earthquake approximate constant.To power consumption module short column limb number and size Selected, damper as shown in Figure 10 is selected in this example, totally two pieces of L-shaped dampers, ABCD regions are lateral four limbs Consume energy module, and single limb width 40mm, length 150mm, pore width 10mm, hole corner goes wedge angle to handle, top ab areas Domain power consumption module width is 50mm, and length 400mm, hole corner goes wedge angle to handle.As shown in figure 9, oblique line filling region It is non-power consumption area, width is taken as 100mm, to ensure that there is enough wedge actions for power consumption area's short column, ensures simultaneously Thereon bolt possess rational end away from and spacing.Damper power consumption area and non-power consumption area thickness are identical, are 16mm, damper Steel select low-yield highly energy-consuming construction(al)steel BLY-100.The side plate power consumption module for being provided with two row holes is as shown in figure 11, on Lower roof plate power consumption module profile is as shown in figure 12.

Selection of Bearings self-lubricating plain radial bearing in the present invention, bearing series is GEGXXET-2RS, and wherein GE is represented Plain radial bearing, G represents G dimension serieses, and XX represents internal diameter code name, and E represents single seam outer ring, and T represents that outer ring slidingsurface is Polytetrafluoroethylene (PTFE) fabric, -2RS represents oscillating bearing two sides band sealing ring.The need for embodiment shear-carrying capacity, institute is calculated The bearing shear-carrying capacity needed, and then minimum bearing size is determined, while considering the appearance in box power consumption shrouding damper Perhaps installing space, the present embodiment selects GEG60ET-2RS bearings, and specific dimensional parameters are shown in Figure 13.

Styletable connection in the present invention, considers that the design of " strong column and weak beam " in framework design will in Design of Bearing Capacity Ask, styletable stress is amplified, to ensure not destroy in the pillar that big shake acts on lower node.Column axial force is main by there is company The I-steel shell of column and inner and outer ring embedded steel board for connecing end plate are undertaken, and axle power is allocated by lifting surface area, selected reasonably with this I-steel section and embedded steel board thickness of slab, I-steel section avoid having big difference with profile steel concrete column Shaped Steel, to ensure power transmission Clearly, this example selects steel I-column section model HW300X300X10X15, embedded steel board thickness 12mm to approach, and steel are Q345. To ensure that inner and outer ring embedded steel board does not occur to set up anti-buckling floor in out-of-plane buckling, styletable connection.

The cast-in-place node of reinforced beam and combined steel and concrete column design method with being provided in specification in the present invention Design method is identical.

To ensure that beam-ends Path of Force Transfer is reasonable, section is smooth, rectangle steel-casting and steel box conversion beam section outline are equal Less than the thickness of one Wasted-energy steel plate of beams of concrete, i.e. 16mm.Screw is provided with thereon, and screw hole dimensions and spacing are protected by checking computations Card bolt and steel plate are not cut up, and steel box conversion beam section concrete form is as shown in figure 14.

The design principle of bearing steel castings and otic placode size is:Ensure possess the shearing strength of abundance, to ensure in damping Device enters after plasticity, and bearing possesses enough shear resistant capacities so that node will not cave in, herein under the premise of, reduce as far as possible 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 position relationship can refer to Fig. 6.

By carrying out finite element analysis to the present embodiment, obtaining the final failure mode of node is:The box of beam-ends connection Power consumption shrouding damper is taken the lead in entering surrender, and component adjacent thereto is not destroyed, and the plasticity for realizing node failure is controllable, Specific failure mode refers to the plasticity situation on the embodiment novel joint beam shown in Figure 16 and the reality shown in Figure 17 Apply a novel joint concrete damage situation.Box power consumption shrouding damper power consumption area's stress level plays abundant, non-power consumption area Stress level is relatively low, specifically refers to the embodiment box power consumption shrouding damper stress distribution situation shown in Figure 15.Pass through figure The hysteresis loop contrast of embodiment novel joint and cast-in-place node shown in 18, hence it is evident that find that novel joint hysteresis loop is more satisfied Full, energy dissipation capacity is better than cast-in-place node.Contrasted by the 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 possesses approximate with cast-in-place node move under small shake effect 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 the structure and concrete application of the present invention in this example with a kind of concrete condition, the present invention also has other realities Apply mode, construction and methods for using them.The power consumption module to arrange four pieces of lateral four limbs that such as this example is provided, but not limited to this, Different power consumption module arrangements and quantity selection scheme can be taken according to actual requirement of engineering.

It the composite can be widely applied in assembly concrete frame structure, assembly concrete framework core wall structure, To solve failure mode control of the structural system under big shake effect, and improve the overall anti-seismic performance of structure.

Above content is to combine specific preferred embodiment further description made for the present invention, it is impossible to assert The specific implementation of the present invention is confined to these explanations.For general technical staff of the technical field of the invention, On the premise of not departing from present inventive concept, some simple deduction or replace can also be made, should all be considered as belonging to the present invention's Protection domain.

Claims (10)

1. a kind of controllable steel node of prefabricated assembled concrete structural plasticity, it is characterised in that:The prefabricated assembled coagulation Soil structure is included provided with the connection of steel beam-ends in upper prop, lower prop, beams of concrete, the beams of concrete, interior point of the upper prop, lower prop She You not upper prop shaped steel and lower prop shaped steel;Connected between the upper prop, lower prop provided with steel styletable;
Connection is mutually butted by pre-buried inner ring embedded steel board, outer shroud embedded steel board between the upper prop and lower prop, the upper prop, under Stress shaped steel is connected between in the middle part of the end face of post;
The end of the beams of concrete is provided with plain radial bearing, box power consumption shrouding damper, steel box conversion beam section, axle Hold steel-casting and rectangle steel-casting;The side plate of the outer shroud embedded steel board is with rectangle steel-casting by being welded to connect, and the rectangle is cast Steel part is connected by bearing otic placode with plain radial bearing, and the plain radial bearing is connected by bearing steel castings and beams of concrete Connect, the both sides of the box power consumption shrouding damper are bolted with rectangle steel-casting, steel box conversion beam section respectively, The plain radial bearing is located in box power consumption shrouding damper;The steel box conversion beam section is connected 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:It is described Steel box conversion beam section includes angle steel part and box part, and the angle steel is partially embedded into beams of concrete, the box Partial denudation goes out outside beams of concrete, and the external diameter of exposed box part differs a box power consumption shrouding damper with beams of concrete Shrouding thickness, the box part is provided with bolt hole, and the box part and box power consumption shrouding 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:It is described Box power consumption shrouding damper is made up of the open pore steel plate of two pieces of L-shaped, box power consumption shrouding damper include power consumption area and Non- power consumption area, the power consumption area is integrated with non-power consumption area;The power consumption area is provided with perforate, and non-sharp corner is done in the end of perforate Reason;The non-power consumption sector width and power consumption area's manomelia size are determined by design;The non-power consumption sector width is by designing the box The installation of power consumption shrouding damper is cast respectively with the rectangle on steel box conversion beam section, outer shroud embedded steel board by non-power 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:It is described Consuming energy, area is identical with the thickness in non-power consumption area, and the length in the non-power consumption area, width change beam section case with exposed steel box Rectangle steel-casting matching on type part, outer shroud embedded steel board side plate;The lateral hole columns in the power consumption area is row 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 U-shaped shrouding is included, the inner ring embedded steel board, the open side of outer shroud embedded steel board carry out sealing connection by U-shaped shrouding;The force type The upper end of steel is provided with the prefabricated connection end plate in upper end, and its lower end is provided with the prefabricated connection end plate in lower end, and the stress shaped steel passes through upper end The prefabricated connection end plate of prefabricated connection end plate and lower end is adopted with inner ring embedded steel board end plate face, the end plate face of outer shroud embedded steel board respectively Connected with fixture;Anti-buckling floor is set between the stress shaped steel and inner ring embedded steel board, outer shroud embedded steel board, U-shaped shrouding.
6. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 5, it is characterised in that:It is described The end of inner ring embedded steel board and outer shroud embedded steel board respectively with banding steel cage again after upper prop shaped steel, the welding of lower prop shaped steel, finally divide Other casting concrete, forms upper prop, 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:It is described Inner ring embedded steel board, the side plate stand out of outer shroud embedded steel board are equal to side plate thickness of slab, the inner ring embedded steel board, the side plate of outer shroud embedded steel board And top plate is provided with bolt hole, the inner ring embedded steel board is welded with upper prop shaped steel or lower prop shaped steel, be embedded in advance upper prop concrete or In lower prop concrete;The outer shroud embedded steel board is welded with lower prop shaped steel or upper prop shaped steel, and lower prop concrete is embedded 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:It is described Inner ring embedded steel board, three plate faces of outer shroud embedded steel board are provided with bolt hole, advance installation bolt wherein on the bolt hole of end plate face Pour again afterwards;The outer shroud embedded steel board is welded outside rectangle steel-casting, the rectangle steel-casting in advance on the side plate of beam-ends Circle opens up bolt hole, and the corner of the rectangle steel-casting goes wedge angle to handle, and the rectangle steel-casting is by bolt with being connected Box power consumption shrouding damper connection.
9. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 1 ~ 8 any one, it is special Levy and be:The box power consumption shrouding damper includes two groups of power consumption modules, is respectively lateral power consumption module and top power consumption mould Block, determination top power consumption module size, lateral power consumption module short column limb number and size are actually needed according to difference.
10. the controllable steel node of prefabricated assembled concrete structural plasticity according to claim 9, it is characterised in that:Institute State box power consumption shrouding damper and use BLY100, BLY160 or Q235 construction(al)steel, the plain radial bearing is poly- to introduce The self-lubricating plain radial bearing of tetrafluoroethene fabric.
CN201710310035.9A 2017-05-05 2017-05-05 A kind of controllable steel node of prefabricated assembled concrete structural plasticity CN106978853B (en)

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