CN203583780U - Assembled type bracket-less framework long column - Google Patents
Assembled type bracket-less framework long column Download PDFInfo
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- CN203583780U CN203583780U CN201320679773.8U CN201320679773U CN203583780U CN 203583780 U CN203583780 U CN 203583780U CN 201320679773 U CN201320679773 U CN 201320679773U CN 203583780 U CN203583780 U CN 203583780U
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Abstract
The utility model discloses an assembled type bracket-less framework long column. A column body comprises more than two layers of interlaminated columns and more than two beam-column joints, wherein the long column is integrally penetrated by steel pipes on the interlaminated columns and the beam-column joints, primarily pre-poured steel pipe internal concrete and column longitudinal steel bars bound outside the steel pipes; steel pipe external concrete is secondarily pre-poured within the interlaminated columns. The assembled type bracket-less framework long column has the advantages that 1, a plurality of layers of framework columns are combined to form a long column, and the long column is easy to manufacture and convenient to mount; 2, the column body adopts a laminated column, so that the compression bearing capacity and the shearing resistance are 2-4 times those of a steel bar concrete column with the same section, and the bearing capacity and the shock absorption performance of the framework column are obviously improved; 3, clearances are reserved between the steel bar concrete outside the pipes and the beam-column joints, so that convenience in connection with steel bar concrete beams is realized; 4, high-intensity concrete in the steel pipes is factory-prefabricated, so that the manufacturing cost is greatly reduced; therefore, the assembled type bracket-less framework long column is very suitable for various multi-high-rise prefabricated assembled type buildings and has a very wide market prospect.
Description
Technical field
The utility model relates to the frame column in a kind of assembled architecture, particularly a kind of long column for how high-rise assembling frame structure.
Background technology
Frame construction, frame shear wall structure and framework-tubular construction, its room layout is flexible, is in modern architecture, to apply form of structure very widely, and wherein, frame column all has very important effect in various buildings.Fabricated construction is centralized production in factory, is a kind of form of structure of low-carbon environment-friendly, is the development trend of modern architecture.Assembling frame structure mainly contains two kinds, steel work and prefabricated assembling type reinforced concrete structure at present.Steel work is good from heavy and light, ductility, but cost is high, fireproof performance is poor.Prefabricated assembling type reinforced concrete frame construction cost is low, durable, fireproof performance good, is a kind of very promising form of structure.But how reinforced concrete beam column rationally to be cut apart so that make and install, how to make beam-column connection simple structure, dependable performance, two hang-ups of puzzlement engineers always, this two hang-up is not well solved so far yet, has seriously hindered applying of prefabricated assembling type reinforced concrete frame construction.
For prefabricated assembling type reinforced concrete frame construction, in engineering, carried out the exploration and practice of various ways in the past, wherein following two schemes is more representative:
" the whole bean column node that waters of steel reinforced concrete assembling frame " scheme that Architecture Design Institute, the first Shi20 century 70 Beijing proposes, it be a kind of " short column scheme ": by frame construction be divided into every layer of post, often across a beam, precast beam, prefabricated post form integral body at beam column junction cast-in-site concrete; Node concrete waters at twice: be poured onto for the first time superposed beam upper surface, water for the second time upper prop lower end.(referring to whole design > > and the whole suggestion > > that waters and starch anchor formula bean column node design and construction of < < steel reinforced concrete assembling frame that waters bean column node of < < steel reinforced concrete assembling frame, < < building structure > > the 4th phase in 1978).This scheme is because Nodes post and beam longitudinal reinforcement quantity are restricted, thereby story height, post are apart from being all very limited; Nodes reinforcing bar is intensive, constructional difficulties; Node is whole to be watered and adopts secondary filling pea gravel concreten, operates relatively backwardly, and concrete quality is difficult to ensure, poor seismic behavior; The number of packages of lifting is more, proofreaies and correct layer by layer, works more loaded down with trivial details.Although this structure was being applied in some pilot projects at that time, finally failed extensively to be promoted.
First scheme is that Architecture Design Institute, late 1970s Shanghai City proposes " without bracket long column scheme ": multistory frame post is prefabricated into a long column, long column reserves neutral gear, first not pouring concrete in every node layer place, neutral gear place forms truss by combined reinforced bar or shaped steel, the height that concrete is left a blank equates with the main depth of beam that coincides, to coincide, girder can put in post, after having shelved linking beam, prestressed cored slab, then water node, finally form an integral body.(refer to < < and without bracket long column, assemble design studies and the pilot project > > of integral multi-layered frame construction, < < building structure journal > > the 10th phase in 1981).This scheme is compared with the first " short column scheme ", and prefabricated long column is installed more convenient, but the problem of bean column node constructional difficulties does not fundamentally solve; Node neutral gear place steel bar girder rigidity is little, and prefabricated post is very long, and lifting is difficult, installation risk is large; The long column adopting is then 5～6 layers, and length is very long, when building surpasses 5～6 layers, do not provide the method for attachment of post and post, thereby the continued access that cannot make progress is to build the building of more multi-layered number; And the longitudinal reinforcement quantity of this long column is also restricted, so its building height, post are apart from being very limited equally, therefore, also fail extensively to be promoted.
Chinese Patent Application No. is 98113739.3 utility application file (open day is on 01 22nd, 1998), a kind of " structure design of steel pipe high strength concrete coincidence column and construction method " disclosed, its section is that in the outer steel bar concrete of steel pipe, steel pipe, steel pipe, concrete three parts form from outside to inside, its construction method is three steps: (1) first installs core steel pipe, High Strength Concrete in gate spool, forms steel core concrete column; (2) take this core concrete filled steel tubular column is pillar, pours into a mould this layer and the ribbed building roof of each layer above, at floor and post through the reserved back pouring hole in place; (3) when construction period load that core steel pipe concrete is born approximately reach this post greatest combined axle power 1/4～1/2 time, then the post concrete of superimposed cast core steel pipe periphery.This post intensity is high, fireproof performance good; But in its steel pipe, concrete, the outer steel bar concrete of steel pipe are all cast-in-sites, and working procedure is many, and the construction period is long, and integrated cost is high, therefore, at present only for the king-sized highrise building substructure of axle power post.
Utility model content
The utility model provides a kind of assembling frame without bracket long column, not only will solve existing assembled steel reinforced concrete frame node complex structure, difficult technical problem is installed; And to significantly improve capacity under axial and the shear-carrying capacity of existing prefabricated post, to solve the poor technical problem of existing assembled steel reinforced Seismic Behavior of RC Frames; Also to make that its speed of application is fast, comprehensive cost is low, with solve existing assembled steel reinforced concrete frame trestle comprehensive cost high, apply difficult technical problem.
The utility model is that the technical scheme that technical solution problem adopts is:
This assembling frame, without bracket long column, comprises two-layer above interlayer post and two above bean column nodes;
Described long column at the steel pipe at each interlayer post and bean column node place, concrete and the colligation post longitudinal reinforcement outside steel pipe is whole in the steel pipe of cast in advance for the first time connects, and lateral separation is banded with column tie-bar on post longitudinal reinforcement;
Described long column is cast with concrete outside steel pipe for the second time in advance in each interlayer post scope, and the outer concrete of steel pipe is combined with post longitudinal reinforcement and column tie-bar and is formed steel bar concrete outside steel pipe, and described interlayer post is by the steel pipe superposed column that concrete forms in steel bar concrete and steel pipe, steel pipe outward;
The outer concrete of the steel pipe at described bean column node place is left a blank, and the height of leaving a blank is consistent with institute connecting reinforcement concrete depth of beam.
The steel pipe outside at described bean column node place is also provided with the anti-shear ring that is no less than twice, and anti-shear ring and steel-pipe welding are firm, and anti-shear ring is closed stirrup or doughnut-shaped steel plate.
In the described steel pipe of pouring into a mould in advance for the first time, concrete is the high-strength concrete of C60～100 strength grade, and the outer concrete of the steel pipe of cast is the ordinary concrete of C25～C60 strength grade in advance for the second time.
Described steel tube section is circular, rectangle or square, and the outer steel bar concrete of described steel pipe cross section is circular, rectangle or square.
Described diameter of steel tube or the length of side are 150～500mm.
There is the column joint that is connected use with adjacent long column described long column end, and column joint comprises steel pipe and the post longitudinal reinforcement of protruding long column, and column joint place steel pipe adopts flange to connect or welding, and post longitudinal reinforcement adopts welding or sleeve grouting to connect.
When described column joint place steel pipe adopts flange to connect, column joint also comprises the flange connecting plate that is connected to steel tube end part, and flange connecting plate center has concrete casting orifice, and the plate face circumferentially-spaced of flange connecting plate is distributed with stiffening rib and connecting bolt hole.
The column joint of described long column upper end is positioned at the above 0.3～1.5m of reinforced concrete beam that bean column node connects.
The beneficial effects of the utility model are as follows:
Long column of the present utility model, the interior cast of steel pipe that its steel pipe Nei Tongshi factory is indoor, does not need template; The outer steel bar concrete Ye of steel pipe factory indoor construction, adopts typified form, and pour into a mould under level, so processing and fabricating is very convenient.The outer steel bar concrete beam column Nodes of steel pipe is left a blank, is connected with reinforced concrete beam, and be that precast reinforced concrete frame beam or cast-in-situ steel reinforced concrete Vierendeel girder are all very convenient.
Long column of the present utility model, its steel pipe is only positioned at the core core segment of post, and steel tube section is more much smaller than the steel pipe of conventional steel core concrete column, and steel using amount is little; And steel pipe is positioned at the core core segment of post, be with concrete parcel outward, steel pipe does not need to brush anticorrosion and fireproof paint, and therefore long column cost of the present utility model is lower than conventional steel core concrete column, and refractoriness is strong, good endurance.
Long column shaft of the present utility model adopts superposed column, and vertical compression bearing capacity and shear-carrying capacity are 2～4 times of equal cross section reinforced concrete post, have improved significantly bearing capacity and the anti-seismic performance of frame column.
Long column of the present utility model, its bean column node place steel pipe connects, and is cast with in advance concrete in steel pipe, and steel pipe column jacket longitudinal reinforcement also connects, so node rigidity is very large, is convenient to transportation and the lifting of long column; Owing to there being steel pipe to strengthen, shear-carrying capacity improves greatly, and joint structure is simple; Its processing and fabricating You Shi factory is indoor to carry out, so concrete construction quality is very reliable, has greatly improved the anti-seismic performance of node.
Long column of the present utility model, its post and post section header, be positioned at the above 0.3～1.5m scope of bean column node floor beam, and constructing operation is convenient, and has avoided the stressed complex region of bean column node, has simplified bean column node structure, and post reinforcing bar connects also relatively easy.
Long column of the present utility model, concrete adopts prefabrication, can accelerate speed of application, reduce cost; Especially high-strength concrete in steel pipe, adopts autoclave to make high-strength concrete in factory and wants considerably cheaper than the high-strength concrete of cast-in-site making, and intensity is high, and quality is secure; Particularly, for small bore post, cast-in-site is very difficult, and factory's batch production is just easy to, and therefore, can greatly reduce the cost of superposed column.
Long column of the present utility model, is not only suitable for the prefabricated assembled frame construction of multilayer, and being suitable for various highrise building upper axis power is not very large post yet, and the long column of length of side 800x800mm can meet the super highrise building bottom column force request of 35 layers of left and right.Therefore the utility model will be very extensive without the range of application of bracket long column.
Long column of the present utility model, has overcome multiple prejudice in engineering, will be conducive to promote the development of prefabricated assembled frame construction.
1, overcome prefabricated assembled Seismic Performance of Concrete Frame and thought not as the prejudice traditional view of cast-in-place structural, the anti-seismic performance of prefabricated assembled framework is poorer than cast-in-place framework, and this viewpoint has hindered the development of prefabricated assembled frame construction to a great extent.1), shaft adopts superposed column the utlity model has following features:, double action due to steel pipe and high-strength concrete, its axial compression resistance bearing capacity and level shear capacity are 2～4 times of equal cross section reinforced concrete post, and the bearing capacity of long column member of the present utility model and node is far above common cast-in-place concrete structure; 2), bean column node place reinforcing bar is intensive, reinforcing bar binding difficulty, it is the common quality defect of cast-in-situ steel reinforced concrete framework that leakage is put stirrup, stirrup spacing defective etc., and bean column node place frame column concrete and beam are poured into a mould substantially simultaneously, frame column strength grade of concrete is during higher than Vierendeel girder, post pouring concrete difficulty, difficult quality guarantee that intensity is high, and the outer reinforcing bar binding of the utility model steel pipe is in factory's construction, horizontal colligation, Nodes concrete is prefabricated, and its reinforcing bar binding and pouring concrete quality are all better than cast-in-place concrete structure; 3), general framework floor 4m height left and right, adopt every layer of frame column longitudinal reinforcement when cast-in-place all to need to do jointing, and the utility model adopts multistory frame post to form a long column, greatly reduced post longitudinal reinforcement joint quantity, thereby reduced reinforcing bar, connect underproof hidden danger of quality, saved bar splice expense simultaneously; 4), post and post section header be positioned at the above 0.3～1.5m of floor beam, than facilitating manyly in the attended operation of flooring back, is conducive to guarantee the construction quality of post and column jointing gusset.Therefore, adopt the frame construction Seismic Bearing Capacity of long column of the present utility model more far better than conventional cast-in-situ concrete framework, will greatly improve the shock resistance of structure, can be widely used in various seismic fortification intensities area.
2, overcome and in multistory frame, do not adopted the prejudice of high strength concrete: multistory frame axis of a cylinder power is little, in engineering, generally only adopted C20～40 ordinary concrete at present.High, the on-the-spot maintenance difficulty of high strength concrete ratio requirement, and concrete strength is higher, its ductility is just lower, and therefore cast-in-situ concrete multistory frame post adopts C60 and above high-strength concrete scarcely ever at present.Long column of the present utility model, high-strength concrete is cast in steel pipe, and Ke factory adopts in still kettle and carries out autoclave, is easy to concrete strength to bring up to C60～C100; The package action of steel pipe can overcome the shortcoming that high-strength concrete ductility is low, so just can be in a large number by C60～C100 even more the high-strength concrete of high strength grade be applied to the multistory frame post that axle power is little, greatly expanded the scope of application of high-strength concrete, be conducive to promoting the use of of Materials with High Strength, thereby save constructional materials.
3, overcome a superposed column prejudice for the very large highrise building substructure post of axle power: the inside and outside concrete of steel pipe of superposed column all adopts cast-in-site at present, working procedure is many, construction period is long, and integrated cost is high, only for the king-sized highrise building substructure of axle power post.Long column of the present utility model, steel pipe inner concrete and the outer concrete of most of steel pipe are adopted to prefabrication, greatly reduce difficulty of construction and the construction cost of superposed column, can be widely used in some layers of little frame column of axle power of multistory frame and top of high-rise buildings, with the little ordinary reinforced concrete post of alternative bearer power, expanded the range of application of superposed column, can greatly improve structural-load-carrying capacity and shock resistance, improve structural safety, can reduce earthquake, the personnel that under the disasters such as fire, structural deterioration causes and property loss, there is great economy meaning and social value.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the utility model is described in further detail.
Fig. 1 is the long column longitudinal plan of embodiment mono-.
Fig. 2 is the structural representation in Fig. 1 A-A cross section (square column-round steel pipe) of embodiment mono-.
Fig. 3 is the structural representation in Fig. 1 B-B cross section of embodiment mono-.
Fig. 4 is the structural representation in Fig. 1 C-C cross section of embodiment mono-.
Fig. 5 is the structural representation in Fig. 1 A-A cross section (circular columns-round steel pipe) of embodiment bis-.
Fig. 6 is the structural representation in Fig. 1 A-A cross section (square column-square steel pipe) of embodiment tri-.
Fig. 7 is the structural representation in Fig. 1 A-A cross section (circular columns-square steel pipe) of embodiment tetra-.
Reference numeral: concrete, 1.4-post longitudinal reinforcement, 1.5-column tie-bar in 1-interlayer post, the outer steel bar concrete of 1.1-steel pipe, 1.2-steel pipe, 1.3-steel pipe; 2-bean column node, 2.1-anti-shear ring; 3-column joint, 3.1-flange connecting plate, 3.2-stiffening rib, 3.3-connecting bolt hole, 3.4-concrete casting orifice.
The specific embodiment
Embodiment mono-, and shown in Fig. 1-4, this assembling frame, without bracket long column, comprises two-layer above interlayer post 1 and two above bean column nodes 2;
Described long column is the steel pipe 1.2 at each interlayer post 1 and bean column node 2 places, concrete 1.3 and colligation whole perforation of post longitudinal reinforcement 1.4 outside steel pipe in the steel pipe of cast in advance for the first time, and lateral separation is banded with column tie-bar 1.5 on longitudinal reinforcement 1.4;
Described long column is cast with concrete outside steel pipe for the second time in advance in each interlayer post 1 scope, the outer concrete of steel pipe and post longitudinal reinforcement 1.4 and column tie-bar 1.5 be in conjunction with forming the outer steel bar concrete 1.1 of steel pipes, and described interlayer post 1 is by superposed column that in the outer steel bar concrete 1.1 of steel pipe and steel pipe 1.2, steel pipe, concrete 1.3 forms;
The outer concrete of the steel pipe at described bean column node 2 places is left a blank, and the height of leaving a blank is consistent with institute connecting reinforcement concrete depth of beam.Because the concrete in the outer steel bar concrete 1.1 of steel pipe is left a blank at bean column node place, while being connected with reinforced concrete beam, beam steel can be walked around or partly pass steel pipe 1.2, is that precast reinforced concrete frame beam or the connection of cast-in-situ steel reinforced concrete Vierendeel girder are all very convenient.
Steel pipe 1.2 outsides at described bean column node 2 places are also provided with the anti-shear ring 2.1 that is no less than twice, anti-shear ring 2.1 and steel pipe 1.2 firm welding, and anti-shear ring 2.1 is closed stirrup or doughnut-shaped steel plate.
In the described steel pipe of pouring into a mould in advance for the first time, concrete 1.3 is the high-strength concrete of C60～100 strength grade, and the outer concrete of the steel pipe of cast is the ordinary concrete of C25～C60 strength grade in advance for the second time.For bearing the long column that axle power is less, in the described steel pipe of pouring into a mould in advance for the first time, concrete 1.3 also can adopt the ordinary concrete that strength grade is lower.
Described steel pipe 1.2 diameters are 150～500mm.Described steel pipe 1.2 cross sections are circular.1.2 pairs of steel pipe inner concrete 1.3 effect of contractions of round steel pipe are large, to improving high-strength concrete ductility, to improve bearing capacity of concrete-filled ability favourable.The outer steel bar concrete of described steel pipe 1.1 cross sections are square.
Shown in Figure 1, there is the column joint 3 that is connected use with adjacent long column described long column end, and column joint 3 comprises steel pipe 1.2, the post longitudinal reinforcement 1.4 of protruding long column, and column joint 3 place's steel pipes 1.2 adopt flange to connect or welding.Shown in Fig. 1, be flange connection: when column joint 3 place's steel pipes 1.2 adopt flange to connect, also comprise the flange connecting plate 3.1 that is connected to steel pipe 1.2 ends, flange connecting plate 3.1 centers have concrete casting orifice 3.4, and the plate face circumferentially-spaced of flange connecting plate 3.1 is distributed with stiffening rib 3.2 and connecting bolt hole 3.3.It is reliable that pressure is born in flange connection, and joint connection in site speed is fast, but the leeway of on-the-spot deviation adjusting is less.Column joint 3 also can adopt and be welded to connect: the concrete of the reserved approximately 300～500mm in steel pipe spigot place is not first watered, and steam vent is reserved in pouring concrete plug hole, upper end after the lower end, place of leaving a blank is reserved, welded steel pipe after upper lower prop alignment, finally waters reality with high-strength concrete or grouting material by the place of leaving a blank in steel pipe.Although be welded to connect, increased Site Welding workload, power transmission better effects if.After core core concrete filled steel tubular column connects, coupled columns longitudinal reinforcement 1.4 connects, and connected mode can adopt welding or sleeve grouting to connect, and the outer concrete of last cast-in-site column joint 3 place's steel pipes, completes long column and connect.
The column joint 3 of described long column upper end is positioned at the above 0.3～1.5m of reinforced concrete beam that bean column node 2 connects.Concrete and the same the leaving a blank in column beam joint 2 places in the outer steel bar concrete 1.1 of column joint 3 scope steel pipes, cast-in-site again after concrete filled steel tubular column connection.This column joint exceeds flooring, has not only avoided the position of the stressed complexity of column beam joint, and compares with the short column scheme being connected at floor end face, and joint construction will facilitate manyly.
In order to obtain good economy, long column is made length should be long as much as possible, to reduce on-the-spot joints; But also should meet the requirement of transportation and the restriction of lifting lifting capacity.For general floor, can adopt 2～4 floor heights as a post, length 8～12m left and right, installs more convenient like this; For multi-rise building bottom column, mounting condition is better than floor, also can adopt 5～10 layers, approximately 20～40m is as a post.
For bottom suspension column, can adopt plug-in type suspension column or flush type suspension column.Insert or the outer steel bar concrete 1.1 external surface dabbings of steel pipe of inlet part, or concrete wherein do not precoat, cast-in-site after long column is installed location.
For top layer post, can, according to the way of steel frame, apart from the about 60mm of back position, capital steel deck-plate be set.
Shown in Fig. 2～3, steel pipe 1.2 appropriate diameter are 150～500mm, and the monolateral length of long column cross section is 350～800 mm, can meet the force request of general multistory building and top of high-rise buildings.
Below, by calculating, illustrate that the Compressive Bearing Capacity of the utility model embodiment mono-long column and shear-carrying capacity strengthen effect:
The reinforced concrete post of example 1, length of side 500mmx500mm, C30 concrete, post longitudinal reinforcement 12D20, reinforcing bar adopts HRB400; Column tie-bar φ 8@100 (4), reinforcing bar adopts HPB300.By < < Code for design of concrete structures > > GB50010-2010 formula 6.2.15 and 6.3.4, calculate respectively Compressive Bearing Capacity and shear-carrying capacity, disregard the impact of the coefficient of stability, N
poget 0.3fcAo.
The Compressive Bearing Capacity of reinforced concrete post:
Nc=0.9·(fc·Ac+ fy ·As)=0.9*（14.3*500*500+360*314*12）/1000=4438 kN
The shear-carrying capacity of reinforced concrete post:
Vc=Vcs+Vp=1.75/(λ+1) ·ft·b·ho+ fyv ·Asv·ho/s+0.07N
po)
=(1.75/4*1.43*500*465+270*50.3*4*465/100+0.07*0.3*14.3*500*500)/1000
=473 kN
The steel tube concrete superposed column of example 2, length of side 500mmx500mm, steel pipe D245x7, adopts Q345, and C80 concrete in pipe, manages outer C40 concrete; Post longitudinal reinforcement 12D20, reinforcing bar adopts HRB400; Column tie-bar φ 8@100 (4), reinforcing bar adopts HPB300.By < < steel tube concrete superposed column structure technology rules > > CECS 188:2005 formula 6.2.7-1 and 6.2.10-1, calculate respectively Compressive Bearing Capacity and shear-carrying capacity, disregard the impact of the coefficient of stability, N gets 0.3fcoA.
Managing outer steel concrete Compressive Bearing Capacity is:
Nu.co=0.9·(fco·Aco+ fy ·As)=0.9*（19.1*（500*500-3.14*245*245/4)+360*314*12）/1000
= 4708 kN
θ=fa·Aa/(fcc·Acc)=310*(245*245-231*231)*3.14/4/(35.9*231*231*3.14/4) =1.078
Concrete filled steel tube Compressive Bearing Capacity is:
Nu.cc=fcc·Acc(1+ 1.8 ·θ) = 35.9*231*231*3.14/4*（1+1.8*1.078)/1000 =4421 kN
The Compressive Bearing Capacity of superposed column: Nu=Nu.co+ Nu.cc=4708+4421=9129 kN
The shear-carrying capacity of superposed column post:
Vc=Vcs+Vp=1.75/(λ+1) ·fto·b·ho+ fyv ·Asv·ho/s+2.5fa·Aa/(1+4λ
2)
1/2+0.07N
=(1.75/4*1.71*500*465+270*50.3*4*465/100+2.5*310*(245*245-231*231)
*3.14/4/sqrt(1+4*3*3)/1000+0.07*0.3*19.1*500*500)/1000
=1192 kN
Equally, can calculate C40 concrete column, steel pipe D245x7 again, manage C80 superposed column and steel pipe D245x16 in outer C60/ pipe, manage resistance to compression and shear-carrying capacity that outer C60/ manages 3 kinds of situations such as interior C100 superposed column, list contrast is as follows:
The superposed column of length of side 500mmx500mm and reinforced concrete post resistance to compression, shear-carrying capacity contrast table
As can be seen from the above table, when strength grade of concrete is increased to C40 by C30, Compressive Bearing Capacity has only improved 24%, and shear-carrying capacity has only improved 11%, and effect is little.And after employing superposed column, Compressive Bearing Capacity has improved 106～220%, shear-carrying capacity has improved 152～339%, effect highly significant.As can be seen here, the utility model adopts superposed column, to improving Compressive Bearing Capacity and the shear-carrying capacity of prefabricated post, is all very significant.
The steel tube concrete superposed column of example 3, length of side 800x800, steel pipe D500x22, adopts Q345, and C100 concrete in pipe, manages outer C60 concrete; Vertical muscle 24D25, reinforcing bar adopts HRB400.
Managing outer steel concrete Compressive Bearing Capacity is:
Nu.co=0.9·(fco·Aco+ fy ·As)
=0.9*（27.5*（800*800-3.14*500*500/4)+360*490.9*24）/1000
= 14800 kN
θ=fa·Aa/(fcc·Acc)=310*(500*500-456*456)*3.14/4/(43.9*456*456*3.14/4) =1.428
Concrete filled steel tube Compressive Bearing Capacity is:
Nu.cc=fcc·Acc(1+ 1.8·θ) = 43.9*456*456*3.14/4*（1+1. 8*1.428)/1000 =25585 kN
The Compressive Bearing Capacity of superposed column: Nu=Nu.co+ Nu.cc=14800+25585=40385 kN
Press post net 8mx8m, every floor area load standard value 10 kN/m
2, ratio between axial force and compressive strength is 0.75 to estimate:
35 layers of n=40385*0.75/ (8*8*10*1.35) ≈.
These calculation specifications, the long column of length of side 0.8mx0.8m, can meet the force request of the super highrise building bottom column of 35 layers of left and right completely.
Embodiment bis-, shown in Figure 5, and described steel pipe 1.2 cross sections are circular, and the outer steel bar concrete of steel pipe 1.1 cross sections are circular, and all the other are with embodiment mono-.
Embodiment tri-, shown in Figure 6, and described steel pipe 1.2 cross sections are square, and the outer steel bar concrete of steel pipe 1.1 cross sections are square, and all the other are with embodiment mono-.Steel pipe 1.2 adopts rectangles or square, although effect of contraction reduce to some extent, more circular large of area that rectangle or square-section comprise, thus the high-strength concrete amount comprising is more, for improving, long column bearing capacity is also very effective.
Described steel pipe 1.2 size dimensions are 150 ~ 500mm.
The steel tube concrete superposed column of example 4, length of side 500x500, rectangular steel pipe D300x7, adopts Q345, and C80 concrete in pipe, manages outer C40 concrete; Vertical muscle 12D20, reinforcing bar adopts HRB400.Square or rectangular steel pipe is disregarded the intensity that constraint produces to pipe inner concrete and is increased effect.
Managing outer steel concrete Compressive Bearing Capacity is:
Nu.co=0.9·(fco·Aco+ fy ·As)
=0.9*(19.1*(500*500-300*300)+360*314*12)/1000 = 3971 kN
Concrete filled steel tube Compressive Bearing Capacity is:
Nu.cc=fcc·Acc+f a·Aa =( 35.9*286*286+（300*300-286*286）*310)/1000 =5480 kN
The Compressive Bearing Capacity of superposed column: Nu=Nu.co+ Nu.cc=3971+5480=9451 kN
2 concrete filled steel tube Compressive Bearing Capacity 9129 kN compare with example, and Compressive Bearing Capacity is very approaching.
As can be seen here, when steel pipe 1.2 adopts direction or rectangle, although disregard the effect of contraction of 1.2 pairs of steel pipe inner concretes 1.3 of steel pipe, it is also very good that Compressive Bearing Capacity strengthens effect.
Embodiment tetra-, shown in Figure 7, and described steel pipe 1.2 cross sections are square, and the outer steel bar concrete of steel pipe 1.1 cross sections are circular, and all the other are with embodiment mono-.
The assembling frame of above-described embodiment one to four is without the construction method of bracket long column, and construction sequence is as follows:
Step 1, makes steel pipe 1.2;
Step 4, concrete filled steel tubular column is kept flat, colligation post longitudinal reinforcement 1.4 and column tie-bar 1.5, pour into a mould in advance for the second time the outer concrete of steel pipe, the outer concrete of steel pipe solidifies afterwards and concrete filled steel tubular column is combined as a whole forms interlayer post 1, while pouring into a mould in advance for the second time, the outer concrete of steel pipe is left a blank at bean column node 2 places, bean column node 2 places cast-in-site again after reinforced concrete beam is installed.
Concrete 1.3 is to pour into a mould in advance under steel pipe 1.2 and horizontal plane angle are not more than the state of 20 ° in described steel pipe; In steel pipe, the maintenance method of concrete 1.3 adopts normal temperature water seasoning, atmospheric steam curing, or the autoclave in still kettle.
The above; it is only the preferably specific embodiment of the utility model; but protection domain of the present utility model is not limited to this; anyly be familiar with those skilled in the art in the technical scope that the utility model discloses; the variation that can expect easily or replacement, within all should being encompassed in protection domain of the present utility model.Therefore, protection domain of the present utility model should be as the criterion with the protection domain of claim.
Claims (8)
1. assembling frame, without a bracket long column, is characterized in that: comprise two-layer above interlayer post (1) and two above bean column nodes (2);
The steel pipe (1.2) that described long column is located at each interlayer post (1) and bean column node (2), concrete (1.3) and the post longitudinal reinforcement (1.4) of colligation outside steel pipe is whole connects in the steel pipe of cast in advance for the first time, and at post longitudinal reinforcement (1.4), go up lateral separation and be banded with column tie-bar (1.5);
Described long column is cast with concrete outside steel pipe for the second time in advance in each interlayer post (1) scope, the outer concrete of steel pipe and post longitudinal reinforcement (1.4) and column tie-bar (1.5) combination form the outer steel bar concrete (1.1) of steel pipe, the superposed column that described interlayer post (1) is comprised of the outer steel bar concrete (1.1) of steel pipe and steel pipe (1.2), the interior concrete (1.3) of steel pipe;
The outer concrete of steel pipe that described bean column node (2) is located is left a blank, and the height of leaving a blank is consistent with the height of connected reinforced concrete beam.
2. a kind of assembling frame according to claim 1 is without bracket long column, it is characterized in that: steel pipe (1.2) outside that described bean column node (2) is located is also provided with the anti-shear ring (2.1) that is no less than twice, anti-shear ring (2.1) and steel pipe (1.2) firm welding, anti-shear ring (2.1) is closed stirrup or doughnut-shaped steel plate.
3. a kind of assembling frame according to claim 1 is without bracket long column, it is characterized in that: in the described steel pipe of pouring into a mould in advance for the first time, concrete (1.3) is the high-strength concrete of C60～100 strength grade, the outer concrete of the steel pipe of cast is the ordinary concrete of C25～C60 strength grade in advance for the second time.
4. a kind of assembling frame according to claim 1, without bracket long column, is characterized in that: described steel pipe (1.2) cross section is circular, rectangle or square, and the outer steel bar concrete (1.1) of described steel pipe cross section is circular, rectangle or square.
5. a kind of assembling frame according to claim 1, without bracket long column, is characterized in that: described steel pipe (1.2) diameter or the length of side are 150～500mm.
6. a kind of assembling frame according to claim 1 is without bracket long column, it is characterized in that: there is the column joint (3) that is connected use with adjacent long column described long column end, column joint (3) comprises steel pipe (1.2) and the post longitudinal reinforcement (1.4) of protruding long column, column joint (3) is located steel pipe (1.2) and is adopted flange to connect or welding, and post longitudinal reinforcement (1.4) adopts welding or sleeve grouting to connect.
7. a kind of assembling frame according to claim 6 is without bracket long column, it is characterized in that: when described column joint (3) is located the connection of steel pipe (1.2) employing flange, column joint (3) also comprises the flange connecting plate (3.1) that is connected to steel pipe (1.2) end, flange connecting plate (3.1) center has concrete casting orifice (3.4), and the plate face circumferentially-spaced of flange connecting plate (3.1) is distributed with stiffening rib (3.2) and connecting bolt hole (3.3).
8. a kind of assembling frame according to claim 6, without bracket long column, is characterized in that: the column joint (3) of described long column upper end is positioned at the above 0.3～1.5m of reinforced concrete beam that bean column node (2) connects.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320679773.8U CN203583780U (en) | 2013-10-31 | 2013-10-31 | Assembled type bracket-less framework long column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320679773.8U CN203583780U (en) | 2013-10-31 | 2013-10-31 | Assembled type bracket-less framework long column |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203583780U true CN203583780U (en) | 2014-05-07 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320679773.8U Withdrawn - After Issue CN203583780U (en) | 2013-10-31 | 2013-10-31 | Assembled type bracket-less framework long column |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203583780U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526882A (en) * | 2013-10-31 | 2014-01-22 | 中国航空规划建设发展有限公司 | Prefabricated frame bracket-free long column and construction method thereof |
| CN108005309A (en) * | 2017-12-06 | 2018-05-08 | 华南理工大学 | A kind of prefabricated assembled embedded steel sleeve connection concrete column and its assembly method |
| CN110952660A (en) * | 2019-12-23 | 2020-04-03 | 三一筑工科技有限公司 | Cavity prefabricated column node connecting structure and construction method |
| CN110952659A (en) * | 2019-12-23 | 2020-04-03 | 三一筑工科技有限公司 | Prefabricated column node connecting structure and construction method |
| CN115370070A (en) * | 2022-09-07 | 2022-11-22 | 华侨大学 | Prefabricated assembled concrete and square steel pipe combined column and construction method thereof |
-
2013
- 2013-10-31 CN CN201320679773.8U patent/CN203583780U/en not_active Withdrawn - After Issue
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103526882A (en) * | 2013-10-31 | 2014-01-22 | 中国航空规划建设发展有限公司 | Prefabricated frame bracket-free long column and construction method thereof |
| CN108005309A (en) * | 2017-12-06 | 2018-05-08 | 华南理工大学 | A kind of prefabricated assembled embedded steel sleeve connection concrete column and its assembly method |
| CN108005309B (en) * | 2017-12-06 | 2023-10-20 | 华南理工大学 | Prefabricated assembled embedded steel sleeve connecting concrete column and assembling method thereof |
| CN110952660A (en) * | 2019-12-23 | 2020-04-03 | 三一筑工科技有限公司 | Cavity prefabricated column node connecting structure and construction method |
| CN110952659A (en) * | 2019-12-23 | 2020-04-03 | 三一筑工科技有限公司 | Prefabricated column node connecting structure and construction method |
| CN110952659B (en) * | 2019-12-23 | 2020-12-01 | 三一筑工科技有限公司 | Prefabricated column node connecting structure and construction method |
| CN115370070A (en) * | 2022-09-07 | 2022-11-22 | 华侨大学 | Prefabricated assembled concrete and square steel pipe combined column and construction method thereof |
| CN115370070B (en) * | 2022-09-07 | 2023-08-08 | 华侨大学 | Prefabricated assembled concrete and square steel pipe combined column and construction method thereof |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20140507 Effective date of abandoning: 20150819 |
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| RGAV | Abandon patent right to avoid regrant |