CN108589969A - A kind of combination assembled shear wall and preparation method thereof of the vertical ECC energy consumptions band of band - Google Patents

A kind of combination assembled shear wall and preparation method thereof of the vertical ECC energy consumptions band of band Download PDF

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Publication number
CN108589969A
CN108589969A CN201810457809.5A CN201810457809A CN108589969A CN 108589969 A CN108589969 A CN 108589969A CN 201810457809 A CN201810457809 A CN 201810457809A CN 108589969 A CN108589969 A CN 108589969A
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China
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shear wall
band
steel
steel pipe
profile steel
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CN108589969B (en
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余吉鹏
周天华
白亮
冯林杰
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Changan University
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Changan University
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/56Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members

Abstract

The invention discloses a kind of combination assembled shear walls and preparation method thereof of the vertical ECC energy consumptions band of band.In shear wall both sides, steel pipe concrete frame column is set;Setting is several in shear wall parallel is partially filled with formula group gynostemium;It is consumed energy with filling with ECC between frame columns and stem and between each stem, by being assembled with upper and lower frame beam, constitutes the combination assembled shear wall for the band that consumes energy with vertical ECC.Compared with common steel tube concrete frame shear wall and steel plate shear force wall, anti-side rigidity is big, high capacity, and energy dissipation capacity is good, and later stage anti-seismic performance is stablized, and bearing capacity and stiffness is degenerated slowly, multiple defence line antidetonation, and performance is more superior;And it is easy for construction, prefabricated degree is high, flexible arrangement, can be used in high-rise or large complicated tier building.

Description

A kind of combination assembled shear wall and preparation method thereof of the vertical ECC energy consumptions band of band
Technical field
The invention belongs to building aseismicity fields, are related to a kind of combination assembled shear wall and system of the vertical ECC energy consumptions band of band Make method.
Background technology
Assembled architecture is built made of assemble in site with pre-constructed unit.It is mode of construction to develop assembled architecture Major transformation is the important measure for promoting supply side structural reform and novel Urbanization Progress, the energy that is conducive to economize on resources, It reduces construction pollution, promote labor productivity and quality safety level, may advantageously facilitate construction industry and information-based industrialization is deep Degree fusion cultivates NPD projects, new kinetic energy, pushes neutralizing superfluous production capacity.In recent years, China tries to explore to develop assembled architecture, But for mode of construction mostly still based on cast in situs, assembled architecture ratio and large-scale degree are relatively low, with Development of Green Building Related requirement and advanced mode of construction compared to also there is a big difference.
Meanwhile with the needs that the development of social production and people live, pursuing personalized large complicated skyscraper It is increasing, integrally-built anti-seismic performance is required also higher and higher.The RC high-rise building having a large capacity and a wide range is usual It is made of beam, column, floor, shear wall and cylinder, shear wall and be the core of high-rise construction earthquake resistance by the cylinder that shear wall forms Part, so the anti-seismic performance of shear wall structure securely and reliably has vital effect for skyscraper.It is existing Reinforced concrete shear wall ductility under geological process is poor, is easy to happen brittle break, this is to the whole anti-seismic performance for tying Wen It is very unfavorable.
Shear wall is the core lateral resisting component in high building structure, and developing anti-seismic performance, good shear wall is that building is anti- Shake one of the key technology of design.It is more and more for the research of compound shear wall in recent years.Steel-concrete compound shear wall There are many kinds of forms, can shaped steel, steel pipe, steel plate etc. and concrete be carried out various forms of groups in the different parts of shear wall It closes, studies that more there are mainly of two types for compound shear wall at present:One is " assembled wall board shear walls ", and wallboard is adopted Different form combination is carried out with steel plate and concrete panel, to be formed " assembled wall board ".Another kind is " band edge frame combined shear power The wallboard of wall ", this kind of compound shear wall generally uses armored concrete, and frame columns use H profile steel concrete or steel tube concrete Soil;In addition, steel plate can also be used in wallboard, and frame columns use armored concrete.
In addition, shear wall also requires have larger elastic initial stiffness, large deformation ability and good plastic property, stabilization Hysteretic characteristic the features such as.The appearance of external wrapping concrete compound shear wall not only meets above-mentioned requirements well, and can Efficiently against reinforced concrete shear wall from the shortcomings of great, corner concrete is easy to crack, frangible, shearing is also increased in addition A kind of lateral bending stiffness of wall, it has also become very high-rise Lateral Resistant System with development prospect.However, general reinforcing bar is mixed After the chipping destruction of stress, vertical bearing capacity can be big for the walls concretes parts such as solidifying soil shear wall, steel plate combined shear wall Amplitude reduction to cause the vertical bearing capacity of entire wall to reduce, while also accelerating the broken of frame as two defence lines Bad, the energy consumption of total and ductility also decrease, and the later stage anti-seismic performance of shear wall is caused to weaken and reduce.
High ductility cement-base composite material (ECC) refers to being set based on fracture mechanics, microphysics mechanics and statistics optimization Meter, using short fiber reinforced, and fibers content is no more than the composite material of total composite volume 2%, compound after hardening Material has significant strain hardening feature, can generate a plurality of fine and closely woven crack under tensile load effect, ultimate tensile strength can be steady Surely reach 3% or more, belong to Novel engineering cement-base composite material.ECC composition materials include fiber, cement, sand, water, Mineral admixture and thickener, for the ratio of mud less than 0.5, experimental study has confirmed that the adaptability to changes of ECC is general under normal conditions It is 3%~6%, reaches as high as 8%, energy dissipation capacity is 3 times of conventional fibre concrete.Therefore ECC improve structure ductility, There is significant advantage in terms of energy dissipation capacity, corrosion resistance, impact resistance and wearability.But it has not yet to see ECC and pours building body As application of the energy consumption band in compound shear wall.
Invention content
The purpose of the present invention is to provide a kind of combination assembled shear wall of the vertical ECC energy consumptions band of band and its making sides Method.
In order to achieve the above objectives, present invention employs following technical schemes:
A kind of combination assembled shear wall of the vertical ECC energy consumptions band of band, the combination assembled shear wall include frame and Combined shear wall, the frame include the steel pipe concrete frame column for being set to the left and right both ends of combined shear wall, setting In combined shear wall upper end top grid beam and be set to the following grid beam of combined shear wall lower end, concrete filled steel tube side For frame column between top grid beam and following grid beam, combined shear wall includes parallel with steel pipe concrete frame column multiple It is partially filled with formula group gynostemium every arrangement, the formula group gynostemium that is partially filled with includes H profile steel and is filled in the H profile steel web The concreting body of both sides is filled out between adjacent part filled type group gynostemium and positioned at the part in compound shear wall body end portion It fills between formula group gynostemium (2) and corresponding end steel pipe concrete frame column filled with the perforation combined shear wall being made of ECC The energy consumption band of upper and lower side.
Preferably, the steel pipe concrete frame column is selected from single steel pipe concrete column or overlapping steel core concrete column, described The rectangular cross-section of steel pipe, T-shaped, native font or L-shaped, the number of cavities in steel pipe is single or multiple, self-compaction coagulation Soil is filled in whole spaces or segment space in steel pipe.
Preferably, described be partially filled between the H profile steel edge of a wing of formula group gynostemium is provided with multiple U type connecting rods, U type connecting rod Upper and lower arranged for interval.
Preferably, the upper/lower terminal portion for being partially filled with formula group gynostemium is U type connecting rod encrypted area, the encrypted area Height be partially filled with formula group gynostemium height 1/3, it is upper between U type connecting rod encrypted area to be partially filled with formula group gynostemium Part be non-encrypted area, the spacing for being smaller than the U type connecting rod of setting non-encrypted area in of U type connecting rod in encrypted area.
Preferably, in the steel pipe concrete frame column side steel pipe wall opposite with combined shear wall and part The peg being fixed in corresponding energy consumption band is provided on two edge of a wing of H profile steel of filled type group gynostemium.
Preferably, the top grid beam and following grid beam are reinforced beam or girder with rolled steel section en cased in concrete, and beam section is square Shape.
Preferably, the combination assembled shear wall further includes top beam and bottom girder, and top beam and bottom girder include H profile steel, top beam And one side wing edge of H profile steel of bottom girder is connected with the top grid beam and following grid beam respectively, the H profile steel other side of top beam and bottom girder The edge of a wing with the steel pipe concrete frame column and is partially filled with the upper end of formula group gynostemium and lower end is connected respectively.
Preferably, multiple and web and the wing of the H profile steel are provided between the top beam and two side wing edge of H profile steel of bottom girder Edge connected ribbed stiffener is provided with pre-embedded bolt in the top grid beam and following grid beam, and pre-embedded bolt is fixed on top beam and bottom The H profile steel of beam corresponds to side wing edge (i.e. the side far from wall), and concreting body is filled in the H profile steel.
The production method of the combination assembled shear wall of the above-mentioned vertical ECC energy consumptions band of band, includes the following steps:
1) top grid beam and the respective framework of steel reinforcement of following grid beam are bound, pre-embedded bolt and the framework of steel reinforcement are passed through solid The pre-embedded steel slab being scheduled on the framework of steel reinforcement of top grid beam and following grid beam be connected, cast steel pipe concrete frame column from close The normal concrete of real concrete and top grid beam and following grid beam, the fixing bolt on the side wall surface of steel pipe concrete frame column Nail;
2) splice the skeleton of shear wall
The skeleton includes between two steel pipe concrete frame columns and parallel with two steel pipe concrete frame columns It is multiple spaced for pouring the H profile steels of stem, wherein the edge of a wing of adjacent H profile steel is opposite, in the both sides of each H profile steel Peg is fixed on the edge of a wing in advance and between two side wing edges of each H profile steel after the U type connecting rod of advance fixed intervals arrangement, by institute The both ends at the both ends and steel pipe concrete frame column of the stating H profile steel two-phase with the H profile steel for constructing top beam and bottom girder respectively Side wing edge is fixed, ribbed stiffener is fixed in advance in the H profile steel;
3) it pours and is conserved behind the concrete structure part of the H profile steel web side of stem, maintenance to concrete The skeleton is overturn after consolidation, the concrete structure part positioned at the H profile steel web other side of stem is then poured, uses simultaneously ECC pours the sky between steel pipe concrete frame column and the H profile steel edge of a wing of stem and between the edge of a wing that adjacent two stem is opposite Gap, and conserve to consolidation;
4) after step 3), the pre-embedded bolt in the top grid beam and following grid beam is fixed on the top beam and bottom On another side wing edge of the H profile steel of beam, the web both sides of the H profile steel are then filled with pea gravel concreten, wait for that pea gravel concreten is supported Shield to consolidate after to get to vertical ECC consume energy band combination assembled shear wall.
Preferably, when pouring ECC, the skeleton is placed on the level ground for being covered with film.
Beneficial effects of the present invention are embodied in:
Combination assembled shear wall of the present invention by ECC consume energy band, steel pipe concrete frame column, be partially filled with formula group Gynostemium forms an integral section wall, works together, and has complementary advantages, improves shear wall initial stage anti-side rigidity and bearing capacity. The first line of defence of the ECC energy consumption bands as earthquake-resistant structure, plays energy dissipation capacity.Meanwhile ECC energy consumption bands can limit steel tube concrete Native frame columns, the local buckling for being partially filled with formula group gynostemium improve shear wall rigidity, energy dissipation capacity and bearing capacity.Meanwhile it filling out Fire prevention and the antiseptic property of shear wall can also be improved by filling ECC energy consumption bands, reduce the fire prevention to steel structure surface and antirust treatment, Reduce cost.After ECC energy consumption bands destroy, integral section wall becomes the shear wall that cracks, and can significantly increase shear wall later stage deformation energy Power.After being partially filled with formula stem and destroying, steel pipe concrete frame column deformability is good, high capacity, can be to avoid under big shake Collapse in house.Combination assembled shear wall construction of the present invention is convenient, and wall casting process exempts from template, wall with it is upper and lower For frame beam using being bolted entirely, assembling degree is high, and when construction can be according to building requirements flexible arrangement wall position, satisfaction The requirement for mouth and the building of punching.The present invention improves the anti-seismic performance of shear wall, is conducive to building and mitigates its earthquake, prevents it Collapse.
Description of the drawings
Fig. 1 is the combination assembled shear wall skeleton schematic diagram with vertical ECC energy consumption bands;
Fig. 2 is the following grid beam front view of combination assembled shear wall with vertical ECC energy consumption bands;
Fig. 3 is the following grid beam vertical view of combination assembled shear wall with vertical ECC energy consumption bands;
Fig. 4 is the combination assembled shear wall top grid beam front view with vertical ECC energy consumption bands;
Fig. 5 is the combination assembled shear wall elevational schematic view with vertical ECC energy consumption bands;
Fig. 6 is the combination assembled shear wall horizontal sectional drawing (A-A) with vertical ECC energy consumption bands;
Fig. 7 is the combination assembled shear wall longitudinal sectional drawing (B-B) with vertical ECC energy consumption bands;
Fig. 8 is U type connecting rod schematic diagram;
In figure:1- steel pipe concrete frame columns, 2- are partially filled with formula group gynostemium, 3-ECC energy consumption bands, 4- ribbed stiffeners, 5- Top beam, 6-U type connecting rods, the following grid beams of 7-, the tops 8- grid beam, 9- pre-embedded bolts, 10- pegs, the tops 11- grid beam pre-embedded steel slab, The following grid beam pre-embedded steel slabs of 12-, 13- bottom girders.
Specific implementation mode
The present invention is described in further details with reference to the accompanying drawings and examples.
The present invention provides a kind of combination assembled shear wall of the vertical ECC energy consumptions band of band, one structural unit includes upper Frame beam 8, following grid beam 7, steel pipe concrete frame column 1 and combined shear wall.As shown in Fig. 1, Fig. 5, Fig. 6 and Fig. 7, steel pipe Concrete frame column 1 is by single steel pipe and is filled in steel pipe the self-compacting concrete in whole spaces and constitutes, two steel tube concretes Native frame columns 1 are arranged in combined shear wall left and right ends, and steel pipe concrete frame column 1 is parallel to inside compound shear wall body Direction be provided with and multiple spaced be partially filled with formula group gynostemium 2.Be partially filled with formula group gynostemium 2 include H profile steel and The normal concrete being filled between two side wing edge of H profile steel web, in 1 inside steel pipe wall surface of steel pipe concrete frame column and part Between 2 edge of a wing of filled type group gynostemium and each section filled type group gynostemium 2 is filled with respect between side wing edge by ECC institutes shape At shearing force wall energy-dissipation band (i.e. vertical ECC consume energy band 3), on the inside steel pipe wall surface of steel pipe concrete frame column 1 and each portion It is divided on two side wing edges of filled type group gynostemium 2 and welds the peg 10 for the band 3 that consumes energy to the vertical ECC of fixation, it is embedded same vertical Two row pegs, 10 height in ECC energy consumption bands 3 is staggered.The structural unit further include be located at combined shear wall upper end and The top beam 5 and bottom girder 13 of lower end, bottom girder 13 and top beam 5 include H profile steel and are intervally arranged multiple on the H profile steel web both sides Ribbed stiffener 4 (position is corresponding with the stem H profile steel edge of a wing, steel pipe walls face), the upper and lower end of steel pipe of steel pipe concrete frame column 1 and The upper and lower end on the H profile steel edge of a wing and web that are partially filled with formula group gynostemium 2 corresponds to the H profile steel for being welded on top beam 5, bottom girder 13 On the edge of a wing of inside.
Referring to Fig. 2, Fig. 3, Fig. 4 and Fig. 7, the top beam 5, bottom girder 13 H profile steel outer side wing edge respectively with top grid beam 8, Following grid beam 7 couples.Top grid beam 8 and following grid beam 7 pour forming using normal concrete, opposite with combined shear wall Side is provided with pre-embedded bolt 9.Pre-embedded bolt 9 is U-shaped in being connected as in pour mass between any two, and pre-embedded bolt 9 amounts to two rows, along top Beam 5, bottom girder 13 H profile steel web both sides pass through the outer side wing edge, so as to nut by combined shear wall and top Grid beam 8, following grid beam 7 connect into an entirety, then with pea gravel concreten (inside mixing swelling agent) by the H-type of bottom girder 13 and top beam 5 Steel tamps, and ensures the rigidity of top beam and bottom girder.
It is U-shaped in the welding U type connecting rod 6 between being partially filled with the H profile steel edge of a wing of formula group gynostemium 2 referring to Fig. 1 and Fig. 8 Connecting rod 6 is open towards web, and the concrete covering (protective layer thickness 20mm) filled, setting U type connecting rod can enhance to mixed The constraint of soil is coagulated, meanwhile, the contact area bigger of U type connecting rod and the H profile steel edge of a wing can avoid weld seam and destroy, to make company Bar more preferably plays the effect of limitation H profile steel local buckling and confined concrete.For holding for guarantee section filled type group gynostemium Power and deformability are carried, U type connecting rod 6 encrypts arrangement in the upper and lower ends for being partially filled with formula group gynostemium 2, forms encrypted area.It fills out The local buckling on the H profile steel edge of a wing and web that are partially filled with formula group gynostemium 2 can be effectively improved by filling concrete, improve whole cross section Bending resistance and torsional rigidity, improve clean steel component overall stability.Fill concrete, which can also improve, is partially filled with formula combination The fire prevention of stem 2 and antiseptic property reduce the processing to shaped steel surface.Meanwhile pouring the coagulation for being partially filled with formula group gynostemium 2 Do not have to formwork supporting plate when native, cost can be reduced.
The steel pipe concrete frame column 1 and the vertical extension for being partially filled with formula group gynostemium 2 meet its end plastic hinge It is formed prior to steel pipe concrete frame column 1 and is partially filled with unstability and local buckling outside the plane of formula group gynostemium 2, the plasticity Hinge area is when shear wall is sheared in pillar both ends end position.
Referring to Fig. 6,1 section minimum edge size of the steel pipe concrete frame column is not preferably less than 400mm, and thickness of steel pipe is unsuitable Less than 8mm.If rectangular cross-section, section high wide (i.e. shear wall thickness) is not than being preferably greater than 2;Rectangular steel pipe long side width-thickness ratio It is not more than(fakFor rectangular steel pipe tensile strength standard value, units MPa), the width-thickness ratio of rectangular steel pipe short side is little In
It is described be partially filled with 6 spacing of U type connecting rod in formula group gynostemium 2 no more than stem depth of section 2/3 (preferably 50%), H profile steel edge of a wing width-thickness ratio is not more than(fyFor steel yield strength, units MPa), the width of H profile steel web Thickness rate is not more than6 encrypted area height of the U type connecting rod is the 1/3 of stem height, U type connecting rod spacing in encrypted area For 0.35 times of stem depth of section.
The making step of the combination assembled shear wall of the above-mentioned vertical ECC energy consumptions band of band is as follows:
1) top grid beam 8 and 7 respective framework of steel reinforcement of following grid beam are bound, by pre-embedded bolt 9 and top grid beam pre-buried steel Plate 11 and following grid beam pre-embedded steel slab 12 are separately connected into an entirety, then the top grid beam for being fixed with pre-embedded bolt 9 is pre-buried Steel plate 11 and following grid beam pre-embedded steel slab 12 are separately fixed on the framework of steel reinforcement of top grid beam 8 and following grid beam 7.
2) self-compacting concrete of cast steel pipe concrete frame column 1.
3) in the steel pipe wall of steel pipe concrete frame column 1 weld stud 10, in the H for being partially filled with formula group gynostemium 2 Weld stud and U type connecting rod 6 on the edge of a wing of shaped steel, and ribbed stiffener 4 is welded in the H profile steel of top beam 5 and bottom girder 13, then will Steel pipe concrete frame column 1, the H profile steel for being partially filled with formula group gynostemium 2 and the H profile steel of top beam 5 and bottom girder 13 are welded into one It is whole, that is, form wall skeleton.
4) wall skeleton that welding obtains is lain in into smooth ground (laying plastic film in advance), pours top grid beam 8, following grid beam 7 and wall skeleton top concrete (refer to and are filled in the H profile steel web side for being partially filled with formula group gynostemium 2 Concrete), vibration compacting conserves 7 days, wall skeleton is overturn, and pours wall skeleton lower part concrete and (refers to be filled in and partly fill out Fill the concrete of the H profile steel web other side of formula group gynostemium 2) and ECC energy consumption band (with adjacent part filled type group gynostemium 2 The edge of a wing or be partially filled with the H-type of formula group gynostemium 2 and opposite 1 steel pipe wall surface of steel pipe concrete frame column, top beam and bottom girder The steel inside edge of a wing and the ground for being covered with film are template), maintenance to age.
5) top grid beam 8 and following grid beam 7 are connected using its pre-embedded bolt 9 is corresponding with the H profile steel of top beam 5 and bottom girder 13 It connects, nut is used in combination to fasten, pour into a mould the pea gravel concreten of top beam 5 and bottom girder 13 makes 8 He of top grid beam after concrete curing consolidates It following grid beam 7 and steel pipe concrete frame column 1 and is partially filled with formula group gynostemium 2 and realizes and be rigidly connected, that is, formed with vertical ECC The combination assembled shear wall of energy consumption band.
The combination assembled shear wall of the vertical ECC energy consumptions band of band made by the present invention is by steel pipe concrete frame column, portion Divide filled type group gynostemium and vertical ECC energy consumption band advantageous combinations, is giving full play to steel pipe concrete frame column and be partially filled with While formula group gynostemium antihunt action so that vertical ECC energy consumptions are with feature with the following functions:ECC energy consumption bands can pass through it Flexural deformation in plane and the shear-deformable energy dissipation capacity for giving full play to ECC improve wall initial stiffness.Meanwhile in steel pipe It concrete frame column and is partially filled between formula group gynostemium after filling ECC energy consumption bands, ECC energy consumption bands can effectively constrain steel pipe The local buckling and complete buckling of wall and the H profile steel edge of a wing for being partially filled with formula group gynostemium, and steel pipe concrete frame column and portion The deformation for dividing filled type group gynostemium that can limit ECC energy consumption bands makes ECC energy consumption bands within the longer period effectively by flat It is plastically deformed in face to consume the energy of Seismic input structure, improves the anti-seismic performance of structure.Due to ECC consume energy band presence, Delay both sides steel pipe concrete frame column, the concrete cracking for being partially filled with formula group gynostemium and the part on tube wall and the edge of a wing in the wrong Song improves shear wall energy dissipation capacity early period, enhances its anti-side rigidity.
The peg increases steel pipe concrete frame column and is partially filled with formula group gynostemium to be made with bonding for ECC energy consumption bands With.When shear wall is by horizontal shear, steel pipe concrete frame column is consumed with the mutual changing of the relative positions of formula group gynostemium, ECC is partially filled with Shearing and flexural deformation, dissipation energy occur for energy band.
It is partially filled with formula group gynostemium and preferably combines the advantage that shaped steel deformability is good and concrete crushing strength is high, Wherein concrete limits the local buckling of H profile steel, improves bending resistance and the torsional rigidity of whole cross section, improves the whole of clean steel component Body stability.H profile steel generates constraint with connecting rod to concrete, forms part confined concrete, improves the compression strength of concrete, Inhibit distress in concrete early-age crack.
The combination assembled shear wall of the vertical ECC energy consumptions band of band of the present invention has multiple tracks antidetonation anti-under geological process Line.After being partially filled with formula group gynostemium both sides using vertical ECC energy consumption bands, steel pipe walls and stem H profile steel are preferably limited The local buckling on the edge of a wing and overall collapse problem, and substantially increase energy consumption energy of the ECC energy consumption bands as antidetonation the first line of defence Power.After ECC energy consumption bands destroy in earthquake, steel pipe concrete frame column is partially filled with formula group gynostemium and upper and lower frame beam It is a geometrically stable system, at this point, under external load action, can be held as shearing resistance with the overall stability of holding structure The steel pipe concrete frame column in power second defence line is carried, formula group gynostemium is partially filled with and starts to play a role, due to being partially filled with Formula group gynostemium is low with respect to steel pipe concrete frame column intensity, can surrender prior to steel pipe concrete frame column, be made by shear With the effect for primary load, earthquake energy is until surrender, after being partially filled with the surrender of formula group gynostemium, structure become one by The frame system of steel pipe concrete frame and upper and lower frame beam composition simultaneously continues bearing load, this is combination assembled shear wall Three lines of defence.It is provided fortification against earthquakes by multiple tracks, compared with the solidifying native frame-shear wall of common steel tube mud and steel plate shear force wall, this hair Not only initial stage anti-side rigidity is big, bearing capacity is high for bright combination assembled shear wall, but also later stage anti-seismic performance is stablized relatively, prolongs Property and energy dissipation capacity be all improved, bearing capacity and stiffness degenerate it is slower.
The present invention is a kind of assembled compound shear wall for consuming Seismic input structural energy, improving structural seismic performance, It is mainly used for the shear wall structure or tube structure of skyscraper or large complicated tier building, to solve it under geological process The problem that bearing capacity, ductility, energy consumption are insufficient.Since shear wall is the core lateral resisting component of building structure, shear wall is improved Shock resistance, also just improve the shock resistance of structure entirety, when building meet with violent earthquake when, its earthquake can be mitigated, Prevent it from collapsing.

Claims (10)

1. a kind of combination assembled shear wall of the vertical ECC energy consumptions band of band, it is characterised in that:The combination assembled shear wall includes Frame and combined shear wall, the frame include the concrete filled steel tube side for being set to the left and right both ends of combined shear wall Frame column (1), the top grid beam (8) for being set to combined shear wall upper end and the lower frame for being set to combined shear wall lower end Beam (7), steel pipe concrete frame column (1) are located between top grid beam (8) and following grid beam (7), combined shear wall include with Steel pipe concrete frame column (1) it is parallel it is multiple it is spaced be partially filled with formula group gynostemium (2), it is described to be partially filled with formula group Gynostemium (2) includes H profile steel and the concreting body for being filled in the H profile steel web both sides, and adjacent part filled type combines core It is partially filled with formula group gynostemium (2) and corresponding end concrete filled steel tube side between column (2) and positioned at compound shear wall body end portion Energy consumption band filled with the perforation combined shear wall upper/lower terminal being made of ECC between frame column (1).
2. the combination assembled shear wall of the vertical ECC energy consumptions band of a kind of band according to claim 1, it is characterised in that:It is described Steel pipe concrete frame column (1) is selected from single steel pipe concrete column or overlaps steel core concrete column, the rectangular cross-section of the steel pipe, T-shaped, native font or L-shaped, the number of cavities in steel pipe is single or multiple, and whole spaces or segment space in steel pipe are filled out Filled with self-compacting concrete.
3. the combination assembled shear wall of the vertical ECC energy consumptions band of a kind of band according to claim 1, it is characterised in that:It is described It is partially filled between the H profile steel edge of a wing of formula group gynostemium (2) and is provided with multiple U type connecting rods (6), U type connecting rod (6) is between the upper and lower every cloth It sets.
4. the combination assembled shear wall of the vertical ECC energy consumptions band of a kind of band according to claim 3, it is characterised in that:It is described The upper/lower terminal portion for being partially filled with formula group gynostemium (2) is U type connecting rod encrypted area, and the height of the encrypted area is to be partially filled with The 1/3 of formula group gynostemium (2) height, the part on filled type group gynostemium (2) between U type connecting rod encrypted area are non-encrypted Area, the spacing for being smaller than the U type connecting rod (6) being arranged in non-encrypted area of U type connecting rod (6) in encrypted area.
5. the combination assembled shear wall of the vertical ECC energy consumptions band of a kind of band according to claim 1, it is characterised in that:It is described In steel pipe concrete frame column (1) the side steel pipe wall opposite with combined shear wall and it is partially filled with formula group gynostemium (2) peg (10) being fixed in corresponding energy consumption band is provided on two edge of a wing of H profile steel.
6. the combination assembled shear wall of the vertical ECC energy consumptions band of a kind of band according to claim 1, it is characterised in that:It is described Top grid beam (8) and following grid beam (7) are reinforced beam or girder with rolled steel section en cased in concrete, rectangular cross-section.
7. a kind of combination assembled shear wall of the vertical ECC energy consumptions band of band according to claim 1, it is characterised in that:Institute It further includes top beam (5) and bottom girder (13) to state combination assembled shear wall, and top beam (5) and bottom girder (13) include H profile steel, top beam (5) And one side wing edge of H profile steel of bottom girder (13) is connected with the top grid beam (8) and following grid beam (7) respectively, top beam (5) and bottom girder (13) another side wing edge of H profile steel respectively with the steel pipe concrete frame column (1) and be partially filled with the upper of formula group gynostemium (2) End and lower end are connected.
8. a kind of combination assembled shear wall of the vertical ECC energy consumptions band of band according to claim 7, it is characterised in that:Institute State be provided between top beam (5) and two side wing edge of H profile steel of bottom girder (13) it is multiple be connected with the web of the H profile steel and the edge of a wing plus It is provided with pre-embedded bolt (9) in strength rib (4), the top grid beam (8) and following grid beam (7), pre-embedded bolt (9) is fixed on top beam (5) side wing edge is corresponded to the H profile steel of bottom girder (13), concreting body is filled in the H profile steel.
9. a kind of production method of the combination assembled shear wall of the vertical ECC energy consumptions band of band, it is characterised in that:Including following step Suddenly:
1) cast steel pipe concrete frame column (1) and the concrete of top grid beam (8) and following grid beam (7), in concrete filled steel tube Peg (10) is fixed on the side wall surface of frame columns (1);
2) splice the skeleton of shear wall
The skeleton includes being located between two steel pipe concrete frame columns (1) and being put down with two steel pipe concrete frame columns (1) Capable multiple spaced H profile steels for pouring stem, wherein the edge of a wing of adjacent H profile steel is opposite, the two of each H profile steel Peg (10) is fixed on side wing edge in advance and advance fixed intervals arrange between two side wing edges of each H profile steel U type connecting rod (6) after, by the both ends of the H profile steel and the both ends of steel pipe concrete frame column (1) respectively with for constructing top beam (5) and bottom The two opposite sides edge of a wing of the H profile steel of beam (13) is fixed, and is fixed with ribbed stiffener (4) in the H profile steel in advance;
3) it pours and is conserved behind the concrete structure part of the H profile steel web side of stem, maintenance to concrete consolidates The skeleton is overturn afterwards, then pours the concrete structure part positioned at the H profile steel web other side of stem, while using ECC The gap between the edge of a wing that steel pipe concrete frame column (1) is between stem and adjacent two stem is opposite is poured, and is conserved extremely Consolidation;
4) after step 3), the pre-embedded bolt (9) on the top grid beam (8) and following grid beam (7) is fixed on the top On another side wing edge of the H profile steel of beam (5) and bottom girder (13), then with the web both sides of the Concrete Filled H profile steel, coagulation is waited for Soil maintenance to consolidate after to get to vertical ECC consume energy band combination assembled shear wall.
10. the production method of the combination assembled shear wall of the vertical ECC energy consumptions band of a kind of band according to claim 9, special Sign is:When pouring ECC, the skeleton is placed on the level ground for being covered with film.
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CN111749346A (en) * 2020-06-30 2020-10-09 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
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