CN103526882B - A kind of assembling frame is without bracket long column and construction method thereof - Google Patents
A kind of assembling frame is without bracket long column and construction method thereof Download PDFInfo
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Abstract
A kind of assembling frame is without bracket long column and construction method thereof, its shaft comprises two-layer above interlayer post and two or more bean column node, in the steel pipe that the steel pipe of long column at each interlayer post and bean column node place, first time pour into a mould in advance concrete and the post longitudinal reinforcement entirety of colligation outside steel pipe through; Long column is cast with the outer concrete of steel pipe in advance in each interlayer post scope second time.The present invention has following advantage: 1, multistory frame column production is become a long column, makes simple, easy for installation; 2, shaft adopts superposed column, and Compressive Bearing Capacity and shear-carrying capacity are 2 ~ 4 times of equal cross section reinforced concrete post, significantly improve bearing capacity and the anti-seismic performance of frame column; 3, manage outer steel bar concrete to leave a blank at bean column node place, easy to connect with reinforced concrete beam; 4, in steel pipe, High Strength Concrete is prefabrication, and cost reduces greatly.Therefore, be of the present inventionly very suitable for various how high-rise prefabrication, market prospects are boundless.
Description
Technical field
The present invention relates to the frame column in a kind of assembled architecture, particularly a kind of long column for how high-rise assembling frame structure and construction method thereof.
Background technology
Frame construction, frame shear wall structure and framework-tubular construction, its room layout is flexible, and be the form of structure applied in modern architecture widely, wherein, frame column all has very important effect in various building.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 steel work and two kinds, 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 is rationally split 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 well solved so far not yet, seriously hinders applying of prefabricated assembling type reinforced concrete frame construction.
For prefabricated assembling type reinforced concrete frame construction, carried out the exploration and practice of various ways in the past in engineering, wherein following two schemes is more representative:
The first is that 20 Architecture Design Institutes of century 70 Beijing propose " steel reinforced concrete assembling frame is whole waters bean column node " scheme, it is a kind of " short column scheme ": frame construction is divided into every layer of post, often across a beam, precast beam, prefabricated post form entirety at beam column junction cast-in-site concrete; Node concrete waters at twice: first time is poured onto superposed beam upper surface, second time pouring upper prop lower end.(referring to " the whole design of watering bean column node of steel reinforced concrete assembling frame " and " the whole suggestion of watering and starching anchor formula bean column node design and construction of steel reinforced concrete assembling frame ", " building structure " the 4th phase in 1978).The program is restricted due to Nodes post and beam longitudinal reinforcement quantity, and thus story height, post are apart from being all very limited; Nodes reinforcing bar is intensive, constructional difficulties; Whole the watering of node adopts secondary filling pea gravel concreten, and operate relatively backward, concrete quality is difficult to ensure, poor seismic behavior; The number of packages of lifting is more, corrects layer by layer, works more loaded down with trivial details.Although this structure was applied in some pilot projects at that time, finally failed extensively to be promoted.
First scheme is that late 1970s Shanghai City Architecture Design Institute 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 is equal 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 entirety.(referring to " design studies and the pilot project of assembling integral multi-layered frame construction without bracket long column ", " building structure journal " the 10th phase in 1981).The program 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 difficulty, installation risk are large; The long column adopted then is 5 ~ 6 layers, and length is very long, when building is more than 5 ~ 6 layers, does not provide the method for attachment of post and post, thus cannot upwards continued access to build the building of more multi-layered number; And the longitudinal reinforcement quantity of this long column is also restricted, therefore its building height, post are apart from being very limited equally, therefore, also fail extensively to be promoted.
Chinese Patent Application No. is the application for a patent for invention file (publication date is on 01 22nd, 1998) of 98113739.3, disclose one " structure design of steel pipe high strength concrete coincidence column and construction method ", its section is concrete three part composition in the outer steel bar concrete of steel pipe, steel pipe, steel pipe 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) with this core concrete filled steel tubular column for pillar, pouring into a mould the ribbed building roof of this layer and above each layer, reserving back pouring hole at floor and post through locate; (3) when the construction period load that core steel pipe concrete is born about reaches 1/4 ~ 1/2 of the greatest combined axle power of this post, 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 axle power king-sized highrise building substructure post.
Summary of the invention
The invention provides a kind of assembling frame without bracket long column and construction method thereof, not only will solve existing assembled steel reinforced concrete frame node complex structure, the technical problem of difficulty is installed; And significantly to improve capacity under axial and the shear-carrying capacity of existing prefabricated post, to solve the technical problem of existing assembled steel reinforced Seismic Behavior of RC Frames difference; 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 technical scheme that the present invention adopts for technical solution problem is:
This assembling frame, without bracket long column, comprises two-layer above interlayer post and two or more bean column node;
In the steel pipe that the steel pipe of described long column at each interlayer post and bean column node place, first time pour into a mould in advance concrete and the post longitudinal reinforcement entirety of colligation outside steel pipe through, and lateral separation is banded with column tie-bar on post longitudinal reinforcement;
Described long column is cast with the outer concrete of steel pipe in advance in each interlayer post scope second time, and the outer concrete of steel pipe is combined with post longitudinal reinforcement and column tie-bar and forms steel bar concrete outside steel pipe, the superposed column that described interlayer post is made up of concrete in steel bar concrete outside steel pipe and steel pipe, steel pipe;
The outer concrete of the steel pipe at described bean column node place is left a blank, and height of leaving a blank is consistent with institute connecting reinforcement concrete depth of beam.
Also be provided with the anti-shear ring being no less than twice outside the steel pipe at described bean column node place, firmly, anti-shear ring is closed stirrup or doughnut-shaped steel plate for anti-shear ring and steel-pipe welding.
In the steel pipe that described first time pours into a mould in advance, concrete is the high-strength concrete of C60 ~ 100 strength grade, and the outer concrete of steel pipe that second time is poured into a mould in advance is the ordinary concrete of C25 ~ C60 strength grade.
Described steel tube section is circular, rectangle or square, and the outer steel bar concrete cross section of described steel pipe be circle, rectangle or square.
Described diameter of steel tube or the length of side are 150 ~ 500mm.
There is the column joint be connected 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 being 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 link bolt hole.
The column joint of described long column upper end is positioned at more than the reinforced concrete beam of bean column node connection 0.3 ~ 1.5m.
This assembling frame is without the construction method of bracket long column, and construction sequence is as follows:
Step one, makes steel pipe;
Step 2, first time pours into a mould concrete in steel pipe in advance;
Step 3, carries out maintenance to concrete in steel pipe, in steel pipe after concrete solidification and steel pipe to be combined as a whole formation concrete filled steel tubular column;
Step 4, keeps flat concrete filled steel tubular column, colligation post longitudinal reinforcement and column tie-bar, and second time pours into a mould the outer concrete of steel pipe in advance, after the outer concrete solidification of steel pipe and concrete filled steel tubular column be combined as a whole and form interlayer post; During second time cast in advance, the outer concrete of steel pipe is left a blank at bean column node place, bean column node place cast-in-site again after reinforced concrete beam is installed.
In described steel pipe, concrete pours into a mould in advance under the state being not more than 20 ° at steel pipe and horizontal plane angle; In steel pipe, the maintenance method of concrete adopts normal temperature water seasoning, atmospheric steam curing, or the autoclave in still kettle.
Beneficial effect of the present invention is as follows:
Long column of the present invention, in its steel pipe, concrete pours into a mould in the steel pipe of factory indoor, do not need template; The outer steel bar concrete of steel pipe is also in factory indoor construction, and adopt typified form, and pour into a mould under level, therefore processing and fabricating is very convenient.Leave a blank in the outer reinforced concrete beam Column border node place of steel pipe, being connected with reinforced concrete beam, is that precast reinforced concrete frame beam or cast-in-situ steel reinforced concrete Vierendeel girder are all very convenient.
Long column of the present invention, 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 pipe 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 invention is lower than conventional steel pipe concrete column, and refractoriness is strong, good endurance.
Long column shaft of the present invention adopts superposed column, and vertical compression bearing capacity and shear-carrying capacity are 2 ~ 4 times of equal cross section reinforced concrete post, considerably improve bearing capacity and the anti-seismic performance of frame column.
Long column of the present invention, its bean column node place steel pipe is through, is cast with concrete in advance in steel pipe, and steel pipe column jacket longitudinal reinforcement is also through, and therefore connection stiffness is very large, is convenient to transport 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 carries out at factory indoor again, and therefore concrete construction quality is very reliable, substantially increases the anti-seismic performance of node.
Long column of the present invention, its post and post section header, be positioned at more than bean column node floor beam 0.3 ~ 1.5m scope, and constructing operation is convenient, and avoids the stressed complex region of bean column node, and simplify bean column node structure, post bar connecting is also relatively easy.
Long column of the present invention, concrete adopts prefabrication, can accelerate speed of application, reduce cost; Especially high-strength concrete in steel pipe, considerably cheaper wanted by the high-strength concrete adopting autoclave making high-strength concrete to make than cast-in-site in factory, 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, greatly can reduce the cost of superposed column.
Long column of the present invention, 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 about 35 layers.Therefore the present invention will be very extensive without the range of application of bracket long column.
Long column of the present invention, overcomes multiple prejudice in engineering, will be conducive to the development promoting prefabricated assembled frame construction.
1, overcoming prefabricated assembled Seismic Performance of Concrete Frame not as the prejudice traditional view of cast-in-place structural thinks, the anti-seismic performance of prefabricated assembled framework is poorer than cast in place frame, and this viewpoint hinders the development of prefabricated assembled frame construction to a great extent.The present invention has following features: 1), shaft adopt superposed column, due to the double action of 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 component of the present invention and node is far above common cast-in-place concrete structure; 2), bean column node place reinforcing bar is intensive, reinforcing bar binding difficulty, leak that to put stirrup, stirrup spacing defective etc. be the common quality defect of cast-in-situ steel reinforced concrete framework, and bean column node place frame column concrete and beam are poured into a mould substantially simultaneously, when frame column strength grade of concrete is higher than Vierendeel girder, post pouring concrete difficulty, difficult quality guarantee that intensity is high, and the outer reinforcing bar binding of steel pipe of the present invention is in shop, 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), about general framework floor 4m height, when adopting cast-in-place, every layer of frame column longitudinal reinforcement all needs to make jointing, and the present invention adopts multistory frame post to form a long column, greatly reduce post longitudinal reinforcement joint quantity, thus decrease the underproof hidden danger of quality of bar connecting, save bar splice expense simultaneously; 4), post and post section header be positioned at more than floor beam 0.3 ~ 1.5m, than facilitating many in the attended operation of flooring back, is conducive to the construction quality ensureing post and column jointing gusset.Therefore, adopt the frame construction Seismic Bearing Capacity of long column of the present invention more far better than conventional cast-in-situ concrete framework, will greatly improve the shock resistance of structure, various seismic fortification intensity area can be widely used in.
2, overcome in multistory frame and do not adopt the prejudice of high strength concrete: multistory frame column axial force is little, in current engineering, generally only adopt C20 ~ 40 ordinary concrete.High, the on-the-spot maintenance difficulty of high strength concrete ratio requirement, and concrete strength is higher, and its ductility is 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 invention, high-strength concrete is cast in steel pipe, can adopt in still kettle and carry out autoclave, be easy to concrete strength to bring up to C60 ~ C100 in factory; The package action of steel pipe can overcome the low shortcoming of high-strength concrete ductility, so just in a large number the high-strength concrete of C60 ~ C100 even more high strength grade can be applied to the little multistory frame post of axle power, greatly expand the scope of application of high-strength concrete, be conducive to promoting the use of of Materials with High Strength, thus save constructional materials.
3, superposed column is overcome only for the prejudice of 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 axle power king-sized highrise building substructure post.Long column of the present invention, steel pipe inner concrete and the outer concrete of most of steel pipe are adopted prefabrication, greatly reduce difficulty of construction and the construction cost of superposed column, multistory frame and the little frame column of top of high-rise buildings some layers of axle power can be widely used in, with the ordinary reinforced concrete post that alternative bearer power is little, expand the range of application of superposed column, can greatly improve structural-load-carrying capacity and shock resistance, improve structural safety, earthquake can be reduced, 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 invention will be further described.
Fig. 1 is the long column longitudinal plan of embodiment one.
Fig. 2 is the structural representation in Fig. 1 A-A cross section (square column-round steel pipe) of embodiment one.
Fig. 3 is the structural representation in Fig. 1 B-B cross section of embodiment one.
Fig. 4 is the structural representation in Fig. 1 C-C cross section of embodiment one.
Fig. 5 is the structural representation in Fig. 1 A-A cross section (circular columns-round steel pipe) of embodiment two.
Fig. 6 is the structural representation in Fig. 1 A-A cross section (square column-square steel pipe) of embodiment three.
Fig. 7 is the structural representation in Fig. 1 A-A cross section (circular columns-square steel pipe) of embodiment four.
Reference numeral: concrete, 1.4-post longitudinal reinforcement, 1.5-column tie-bar in the outer steel bar concrete of 1-interlayer post, 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-link bolt hole, 3.4-concrete casting orifice.
Detailed description of the invention
Embodiment one, shown in Fig. 1-4, this assembling frame, without bracket long column, comprises two-layer above interlayer post 1 and two or more bean column node 2;
In the steel pipe that the steel pipe 1.2 of described long column at each interlayer post 1 and bean column node 2 place, first time pour into a mould in advance concrete 1.3 and the post longitudinal reinforcement 1.4 of colligation outside steel pipe overall through, and lateral separation is banded with column tie-bar 1.5 on longitudinal reinforcement 1.4;
Described long column is cast with the outer concrete of steel pipe in advance in each interlayer post 1 scope second time, the outer concrete of steel pipe is combined with post longitudinal reinforcement 1.4 and column tie-bar 1.5 and forms the outer steel bar concrete 1.1 of steel pipe, the superposed column that described interlayer post 1 is made up of with concrete 1.3 in steel pipe 1.2, steel pipe the outer steel bar concrete 1.1 of steel pipe;
The outer concrete of the steel pipe at described bean column node 2 place is left a blank, and 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, when being connected with reinforced concrete beam, steel pipe 1.2 be walked around or be partially passed through to beam steel can, is that precast reinforced concrete frame beam or the connection of cast-in-situ steel reinforced concrete Vierendeel girder are all very convenient.
Also be provided with the anti-shear ring 2.1 being no less than twice outside the steel pipe 1.2 at described bean column node 2 place, 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.
In the steel pipe that described first time pours into a mould in advance, concrete 1.3 is the high-strength concrete of C60 ~ 100 strength grade, and the outer concrete of steel pipe that second time is poured into a mould in advance is the ordinary concrete of C25 ~ C60 strength grade.For bearing the less long column of axle power, in the steel pipe that described first time pours into a mould in advance, concrete 1.3 also can adopt the ordinary concrete that strength grade is lower.
Described steel pipe 1.2 diameter is 150 ~ 500mm.Described steel pipe 1.2 cross section is circular.Round steel pipe 1.2 pairs of steel pipe inner concrete 1.3 effect of contractions are large, and to improving high-strength concrete ductility, to improve bearing capacity of concrete-filled ability favourable.Outer steel bar concrete 1.1 cross section of described steel pipe is square.
Shown in Figure 1, there is the column joint 3 be connected 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 steel pipe 1.2 adopts flange to connect or welding.Be Flange joint shown in Fig. 1: when column joint 3 place steel pipe 1.2 adopts flange to connect, also comprise the flange connecting plate 3.1 being 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 link bolt hole 3.3.It is reliable that Flange joint bears pressure, 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: concrete steel pipe spigot place being reserved about 300 ~ 500mm does not first water, and steam vent is reserved in reserved rear pouring concrete plug hole, upper end in lower end, the place of leaving a blank, 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.Site Welding workload is added, power transmission better effects if although be welded to connect.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 steel pipe, completes long column and connect.
The column joint 3 of described long column upper end is positioned at more than the reinforced concrete beam of bean column node 2 connection 0.3 ~ 1.5m.Concrete in the outer steel bar concrete 1.1 of column joint 3 scope steel pipe is the same with column beam joint 2 place leaves a blank, cast-in-site again after concrete filled steel tubular column connection.This column joint exceeds flooring, not only avoids the position of the stressed complexity of column beam joint, and compared with the short column scheme connected at floor end face, joint construction will facilitate many.
In order to obtain good economy, long column makes length should be long as much as possible, to reduce on-the-spot joints; But also should meet the requirement of transport and the restriction of lifting lifting capacity.For general floor, 2 ~ 4 floor heights can be adopted as a post, length about 8 ~ 12m, install more convenient like this; For multi-rise building bottom column, mounting condition is better than floor, also can adopt 5 ~ 10 layers, about 20 ~ 40m is as a post.
For bottom suspension column, plug-in type suspension column or embedded column base can be adopted.The outer steel bar concrete 1.1 external surface dabbing of steel pipe of insertion or inlet part, or concrete is not wherein precoated, and installs cast-in-site behind location until long column.
For top layer post, according to the way of steel frame, 60mm position can be about at distance back and capital steel deck-plate is set.
Shown in Fig. 2 ~ 3, steel pipe 1.2 appropriate diameter is 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 way of calculating, illustrate that the Compressive Bearing Capacity of the embodiment of the present invention one 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.Calculate Compressive Bearing Capacity and shear-carrying capacity respectively by " Code for design of concrete structures " GB50010-2010 formula 6.2.15 and 6.3.4, 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.Calculate Compressive Bearing Capacity and shear-carrying capacity respectively by " steel tube concrete superposed column structure technology code " CECS 188:2005 formula 6.2.7-1 and 6.2.10-1, 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 then 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, the resistance to compression of managing C80 superposed column and 3 kinds of situations such as steel pipe D245x16, the interior C100 superposed column of the outer C60/ pipe of pipe in outer C60/ pipe and shear-carrying capacity again, 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 improve only 24%, and shear-carrying capacity improve only 11%, and effect is little.And after adopting superposed column, Compressive Bearing Capacity improves 106 ~ 220%, shear-carrying capacity improves 152 ~ 339%, effect highly significant.As can be seen here, the present invention adopts superposed column, to improving the Compressive Bearing Capacity of prefabricated post and shear-carrying capacity 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 then Compressive Bearing Capacity of superposed column: Nu=Nu.co+ Nu.cc=14800+25585=40385 kN
By 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, then:
N=40385*0.75/ (8*8*10*1.35) ≈ 35 layers.
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 about 35 layers completely.
Embodiment two, shown in Figure 5, described steel pipe 1.2 cross section is circular, and outer steel bar concrete 1.1 cross section of steel pipe is circular, and all the other are with embodiment one.
Embodiment three, shown in Figure 6, described steel pipe 1.2 cross section is square, and outer steel bar concrete 1.1 cross section of steel pipe is square, and all the other are with embodiment one.Steel pipe 1.2 adopts rectangle or square, although effect of contraction reduces to some extent, and more circular large of the area that rectangle or square-section comprise, thus the high-strength concrete amount comprised is more, also very effective for raising long column bearing capacity.
Described steel pipe 1.2 size dimension is 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.The intensity that square or rectangular steel pipe is disregarded the constraint of pipe inner concrete produces increases 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 then Compressive Bearing Capacity of superposed column: Nu=Nu.co+ Nu.cc=3971+5480=9451 kN
Compared with example 2 concrete filled steel tube Compressive Bearing Capacity 9129 kN, Compressive Bearing Capacity closely.
As can be seen here, when steel pipe 1.2 adopts direction or rectangle, although disregard the effect of contraction of steel pipe 1.2 pairs of steel pipe inner concretes 1.3, it is also very good that Compressive Bearing Capacity strengthens effect.
Embodiment four, shown in Figure 7, described steel pipe 1.2 cross section is square, and outer steel bar concrete 1.1 cross section of steel pipe is circular, and all the other are with embodiment one.
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 one, makes steel pipe 1.2;
Step 2, first time pours into a mould concrete 1.3 in steel pipe in advance;
Step 3, carries out maintenance to concrete in steel pipe 1.3, after in steel pipe, concrete 1.3 solidifies and steel pipe 1.2 to be combined as a whole formation concrete filled steel tubular column;
Step 4, concrete filled steel tubular column is kept flat, colligation post longitudinal reinforcement 1.4 and column tie-bar 1.5, second time pours into a mould the outer concrete of steel pipe in advance, the outer concrete of steel pipe solidifies afterwards and concrete filled steel tubular column is combined as a whole forms interlayer post 1, during second time cast in advance, the outer concrete of steel pipe is left a blank at bean column node 2 place, bean column node 2 place cast-in-site again after reinforced concrete beam is installed.
In described steel pipe, concrete 1.3 pours into a mould in advance under the state being not more than 20 ° at steel pipe 1.2 and horizontal plane angle; 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; be only the present invention's preferably detailed description of the invention, but protection scope of the present invention is not limited thereto, is anyly familiar with those skilled in the art in the technical scope that the present invention discloses; the change that can expect easily or replacement, all should be encompassed within protection scope of the present invention.Therefore, protection scope of the present invention should be as the criterion with the protection domain of claim.
Claims (10)
1. assembling frame is without a bracket long column, it is characterized in that: comprise two-layer above interlayer post (1) and two or more bean column node (2);
In the steel pipe that the steel pipe (1.2) of described long column at each interlayer post (1) and bean column node (2) place, first time pour into a mould in advance concrete (1.3) and the post longitudinal reinforcement (1.4) of colligation outside steel pipe overall through, and be banded with column tie-bar (1.5) in the upper lateral separation of post longitudinal reinforcement (1.4);
Described long column is cast with the outer concrete of steel pipe in advance in each interlayer post (1) scope second time, the outer concrete of steel pipe and post longitudinal reinforcement (1.4) and column tie-bar (1.5) combine and form steel pipe steel bar concrete (1.1) outward, the superposed column that described interlayer post (1) is made up of concrete (1.3) in steel bar concrete (1.1) outside steel pipe and steel pipe (1.2), steel pipe;
The outer concrete of steel pipe at described bean column node (2) place is left a blank, and 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 at described bean column node (2) place is also provided with the anti-shear ring (2.1) being 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: the high-strength concrete that in the steel pipe that described first time pours into a mould in advance, concrete (1.3) is C60 ~ 100 strength grade, the outer concrete of steel pipe that second time is poured into a mould in advance is the ordinary concrete of C25 ~ C60 strength grade.
4. a kind of assembling frame according to claim 1 is without bracket long column, it is characterized in that: described steel pipe (1.2) cross section is circular, rectangle or square, and outer steel bar concrete (1.1) cross section of described steel pipe be circle, rectangle or square.
5. a kind of assembling frame according to claim 1 is without bracket long column, it 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) be connected 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) place steel pipe (1.2) adopts 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) place steel pipe (1.2) adopts flange to connect, column joint (3) also comprises the flange connecting plate (3.1) being 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 link bolt hole (3.3).
8. a kind of assembling frame according to claim 6 is without bracket long column, it is characterized in that: the column joint (3) of described long column upper end is positioned at more than the reinforced concrete beam that bean column node (2) connects 0.3 ~ 1.5m.
9. a kind of assembling frame described in claim 1 ~ 8 any one is without a construction method for bracket long column, it is characterized in that construction sequence is as follows:
Step one, makes steel pipe (1.2);
Step 2, first time pours into a mould concrete (1.3) in steel pipe in advance;
Step 3, carries out maintenance to concrete in steel pipe (1.3), in steel pipe after concrete (1.3) solidification and steel pipe (1.2) to be combined as a whole formation concrete filled steel tubular column;
Step 4, keeps flat concrete filled steel tubular column, colligation post longitudinal reinforcement (1.4) and column tie-bar (1.5), and second time pours into a mould the outer concrete of steel pipe in advance, after the outer concrete solidification of steel pipe and concrete filled steel tubular column be combined as a whole and form interlayer post (1); During second time cast in advance, the outer concrete of steel pipe is left a blank at bean column node (2) place, bean column node (2) place cast-in-site again after reinforced concrete beam is installed.
10. a kind of assembling frame according to claim 9 is without the construction method of bracket long column, it is characterized in that: in described steel pipe, concrete (1.3) pours into a mould in advance under the state being not more than 20 ° at steel pipe (1.2) and horizontal plane angle; In steel pipe, the maintenance method of concrete (1.3) adopts normal temperature water seasoning, atmospheric steam curing, or the autoclave in still kettle.
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Families Citing this family (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104499568A (en) * | 2014-12-19 | 2015-04-08 | 东南大学 | Square steel pipe fabricated column-prefabricated superposed beam integrally-fabricated frame and construction method |
| CN104831866A (en) * | 2015-03-10 | 2015-08-12 | 成都科创佳思科技有限公司 | Concrete column structure |
| CN105332342B (en) * | 2015-10-30 | 2017-01-11 | 中交第二航务工程局有限公司 | Bridge tower cantilever gradient concrete synchronous construction method |
| CN106958319A (en) * | 2016-01-08 | 2017-07-18 | 中国建筑科学研究院 | Precast concrete post component and connected node |
| CN105569193B (en) * | 2016-03-01 | 2017-07-07 | 华北理工大学 | Prefabricated assembled Steel Reinforced Concrete Members attachment structure and its construction method |
| CN109057159A (en) * | 2018-09-07 | 2018-12-21 | 三筑工科技有限公司 | Prefabricated laminated superposed column, assembled architecture body and assembled architecture body method of construction |
| CN110016992B (en) * | 2019-01-15 | 2021-04-02 | 深圳市现代城市建筑设计有限公司 | Assembly type primary and secondary beam mounting structure and mounting method |
| CN110230370B (en) * | 2019-06-17 | 2020-05-22 | 华北理工大学 | Connecting structure, steel pipe concrete composite column and construction method |
| CN111749346B (en) * | 2020-06-30 | 2021-11-30 | 中国航空规划设计研究总院有限公司 | Extension joint containing prefabricated concrete-filled steel tube core column component and construction method |
| CN112343256B (en) * | 2020-10-15 | 2021-12-10 | 中建三局第一建设工程有限责任公司 | Construction method for prefabricating concrete-filled steel tube superposed frame column under reverse construction condition |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH07292773A (en) * | 1994-04-22 | 1995-11-07 | Shimizu Corp | Construction method of framework with steel pipe concrete column |
| JPH09268648A (en) * | 1996-03-27 | 1997-10-14 | Riyoukan Consultant:Kk | Steel frame reinforced concrete structure column plus girder and its construction method plus framework |
| CA2206830A1 (en) * | 1997-05-15 | 1998-11-15 | Le Groupe Canam Manac Inc. | High rise steel column |
| CN201381556Y (en) * | 2009-04-24 | 2010-01-13 | 王玥 | Connected node of steel girder and combined steel and concrete column |
| CN102425238B (en) * | 2011-12-28 | 2013-06-26 | 中建一局集团第二建筑有限公司 | Node of steel tube concrete lamination column and frame beam and construction method of node |
| CN202990118U (en) * | 2012-12-24 | 2013-06-12 | 深圳市市政设计研究院有限公司 | Beam-column joint for concrete-filled steel tube composite column and reinforced concrete ring beam |
| CN203583780U (en) * | 2013-10-31 | 2014-05-07 | 中国航空规划建设发展有限公司 | Assembled type bracket-less framework long column |
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Address after: 100120 Beijing Xicheng District Dewai Street No. 12 Patentee after: CHINA AVIATION PLANNING AND DESIGN INSTITUTE (GROUP) CO., LTD. Address before: 100120 Beijing Xicheng District Dewai Street No. 12 Patentee before: China Aviation Planning and Construction Development Co., Ltd. |