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

Abstract

The invention discloses a combined assembled shear wall with a vertical ECC energy dissipation belt and a manufacturing method thereof. Set steel pipe concrete frame columns on both sides of the shear wall; set a number of parallel partially filled composite core columns in the shear wall; fill with ECC energy dissipation bands between the frame columns and core columns and between each core column, After being assembled with the upper and lower frame beams, a combined assembly shear wall with a vertical ECC energy dissipation belt is formed. Compared with ordinary concrete-filled steel tube frame shear walls and steel plate shear walls, it has greater lateral rigidity, higher bearing capacity, better energy dissipation capacity, stable later-stage seismic performance, slower degradation of bearing capacity and stiffness, multi-layer anti-seismic performance, and better performance. It is superior; and the construction is convenient, the degree of prefabrication is high, and the layout is flexible, which can be used in high-rise or large complex multi-storey buildings.

Description

A combined assembled shear wall with vertical ECC energy dissipation belt and its manufacturing method

technical field

The invention belongs to the field of anti-seismic buildings, and relates to a combined assembled shear wall with a vertical ECC energy dissipation belt and a manufacturing method.

Background technique

Prefabricated buildings are buildings assembled on site with prefabricated components. The development of prefabricated buildings is a major change in the way of construction. It is an important measure to promote the supply-side structural reform and the development of new urbanization. It is conducive to saving resources and energy, reducing construction pollution, improving labor production efficiency and quality and safety levels, and promoting construction. In-depth integration of industry and informatization industrialization, fostering new industries and new kinetic energy, and promoting the resolution of excess capacity. In recent years, my country has actively explored the development of prefabricated buildings, but most of the construction methods are still based on on-site pouring, and the proportion and scale of prefabricated buildings are relatively low. Compared with the relevant requirements for the development of green buildings and advanced construction methods, there is still a large gap. gap.

At the same time, with the development of social production and the needs of people's lives, there are more and more large and complex high-rise buildings pursuing individualization, and the requirements for the seismic performance of the overall structure are also getting higher and higher. Reinforced concrete high-rise buildings with large quantities and wide areas are usually composed of beams, columns, floors, shear walls and cylinders. Shear walls and cylinders composed of shear walls are the core parts of high-rise building anti-seismic, so the shear wall structure The seismic performance of high-rise buildings plays a vital role in the safety and reliability of high-rise buildings. Existing reinforced concrete shear walls have poor ductility under earthquake action and are prone to brittle failure, which is very unfavorable to the seismic performance of the overall structure.

Shear walls are the core anti-lateral components in high-rise building structures, and the development of shear walls with good seismic performance is one of the key technologies for building seismic design. In recent years, there have been more and more studies on composite shear walls. There are many forms of steel-concrete composite shear walls. Steel, steel pipe, steel plate, etc. and concrete can be combined in different forms in different parts of the shear wall. At present, there are mainly two types of composite shear walls that have been studied more Type: One is "composite wall panel shear wall", the wall panel is combined with steel plate and concrete wall panel in different forms to form "composite wall panel". The other is "combined shear wall with frame". The wall panels of this type of composite shear wall are generally made of reinforced concrete, while the frame columns are made of H-shaped steel concrete or steel tube concrete; in addition, the wall panels can also be made of steel plates, and the frame columns Use reinforced concrete.

In addition, the shear wall also requires a large elastic initial stiffness, large deformation capacity, good plastic properties, and stable hysteretic characteristics. The emergence of outsourcing concrete composite shear walls not only satisfies the above requirements, but also can effectively overcome the shortcomings of reinforced concrete shear walls, such as heavy weight, easy cracking and brittle concrete at corners, etc., and also increases the strength of shear walls. Lateral bending stiffness has become a very promising high-rise lateral force system. However, the vertical bearing capacity of the general reinforced concrete shear wall, steel plate composite shear wall and other wall concrete parts will be greatly reduced after the cracking and failure of the wall, resulting in a decrease in the vertical bearing capacity of the entire wall. At the same time, the destruction of the frame as the second line of defense is also accelerated, and the energy consumption and ductility of the entire structure are also reduced, resulting in the weakening and reduction of the later seismic performance of the shear wall.

High ductility cementitious composite (ECC) refers to a composite material based on fracture mechanics, microscopic physical mechanics and statistical optimization design, reinforced with short fibers, and the fiber content does not exceed 2% of the total volume of the composite material. The material has obvious strain hardening characteristics. Under the action of tensile load, many fine and dense cracks can be produced, and the ultimate tensile strain can reach more than 3% stably. It belongs to a new type of cement-based composite material for engineering. The constituent materials of ECC include fiber, cement, sand, water, mineral admixture and thickener. Usually, the water-cement ratio is less than 0.5. Experimental studies have confirmed that the strain capacity of ECC is generally 3% to 6%, up to 8%. , The energy dissipation capacity is 3 times that of conventional fiber concrete. Therefore, ECC has significant advantages in improving the ductility, energy dissipation capacity, erosion resistance, impact resistance and wear resistance of structures. However, the application of ECC cast body as an energy dissipation zone in composite shear walls has not been seen so far.

Contents of the invention

The object of the present invention is to provide a combined assembled shear wall with vertical ECC energy dissipation strips and a manufacturing method thereof.

To achieve the above object, the present invention adopts the following technical solutions:

A combined assembled shear wall with a vertical ECC energy dissipation belt, the combined assembled shear wall includes a side frame and a combined shear wall, and the side frame includes two left and right sides of the combined shear wall. CFST frame column at the end, upper frame beam set at the upper end of the combined shear wall, and lower frame beam set at the lower end of the combined shear wall, the CFST frame column is located between the upper frame beam and the lower frame beam, and the combined shear force The wall includes a plurality of partially filled composite core columns arranged at intervals parallel to the steel pipe concrete frame column. The partially filled composite core column includes H-shaped steel and concrete pouring bodies filled on both sides of the H-shaped steel web. Between the partially filled composite core columns and between the partially filled composite core columns (2) at the end of the composite shear wall and the corresponding steel pipe concrete frame columns are filled with ECC through the upper and lower ends of the composite shear wall. energy consumption belt.

Preferably, the frame column of steel pipe concrete is selected from single steel pipe concrete column or laminated steel pipe concrete column, the cross section of the steel pipe is rectangular, T-shaped, soil-shaped or L-shaped, and the number of cavities in the steel pipe is single or multiple , Self-compacting concrete fills all or part of the space in the steel pipe.

Preferably, a plurality of U-shaped connecting rods are arranged between the H-shaped steel flanges of the partially filled composite core column, and the U-shaped connecting rods are arranged at intervals up and down.

Preferably, the upper and lower ends of the partially filled composite core column are U-shaped connecting rod densification areas, and the height of the densification area is 1/3 of the height of the partially filled composite core column. The part of the column between the encrypted areas of the U-shaped connecting rods is a non-encrypted area, and the spacing of the U-shaped connecting rods in the encrypted area is smaller than that of the U-shaped connecting rods arranged in the non-encrypted area.

Preferably, the steel pipe wall of the steel pipe concrete frame column opposite to the composite shear wall and the two flanges of the H-shaped steel of the partially filled composite core column are provided with pegs fixed in the corresponding energy dissipation bands.

Preferably, the upper frame beam and the lower frame beam are reinforced concrete beams or steel concrete beams, and the cross section of the beams is rectangular.

Preferably, the combined assembled shear wall also includes a top beam and a bottom beam, and the top beam and the bottom beam include H-shaped steel, and the side flanges of the H-shaped steel of the top beam and the bottom beam are connected with the upper frame beam and the lower frame beam respectively. The flanges on the other side of the H-shaped steel of the top beam and the bottom beam are respectively connected with the upper end and the lower end of the steel pipe concrete frame column and the partially filled composite core column.

Preferably, a plurality of stiffening ribs connected to the web and flanges of the H-shaped steel are provided between the flanges on both sides of the H-shaped steel of the top beam and the bottom beam, and the upper frame beam and the lower frame beam are provided with pre-set Buried bolts, the pre-embedded bolts are fixed to the corresponding side flanges of the H-shaped steel of the top beam and the bottom beam (that is, the side away from the wall), and the H-shaped steel is filled with concrete pouring bodies.

The manufacturing method of the combined assembly type shear wall with the vertical ECC energy dissipation belt includes the following steps:

1) Bind the respective reinforcement skeletons of the upper frame beam and the lower frame beam, connect the pre-embedded bolts to the steel frame through the embedded steel plates fixed on the steel frame of the upper frame beam and the lower frame beam, and pour the steel pipe concrete frame column The self-compacting concrete and the ordinary concrete of the upper frame beam and the lower frame beam are used to fix studs on the side wall of the steel tube concrete frame column;

2) Splicing the skeleton of the shear wall

The skeleton includes a plurality of H-shaped steels arranged at intervals between and parallel to the two concrete-filled steel pipe frame columns for pouring the core columns, wherein the flanges of adjacent H-shaped steels are opposite to each other. After pre-fixing the studs on the two side flanges of the H-shaped steel and the U-shaped connecting rods arranged at intervals between the two side flanges of each H-shaped steel, the two ends of the H-shaped steel and the two ends of the steel pipe concrete frame column are respectively Fixing to two opposite side flanges of the H-shaped steel used to construct the top beam and the bottom beam, the H-shaped steel is pre-fixed with stiffeners;

3) After pouring the concrete structure part located on one side of the H-shaped steel web of the core column, perform curing, turn the skeleton over after curing until the concrete is consolidated, and then pour the concrete structure part located on the other side of the H-shaped steel web of the core column At the same time, use ECC to pour the gap between the steel pipe concrete frame column and the H-shaped steel flange of the core column and between the flanges of two adjacent core columns, and maintain it until it is consolidated;

4) After step 3), the embedded bolts on the upper frame beam and the lower frame beam are fixed on the other side flange of the H-shaped steel of the top beam and the bottom beam, and then the H is filled with fine stone concrete. On both sides of the web of the section steel, after the fine stone concrete is cured until it is consolidated, a combined assembled shear wall with a vertical ECC energy dissipation belt is obtained.

Preferably, when pouring the ECC, the skeleton is placed on a level ground covered with a film.

The beneficial effects of the present invention are reflected in:

The combined assembled shear wall of the present invention forms a whole cross-section wall through the ECC energy dissipation belt, the steel pipe concrete frame column, and the partially filled composite core column, which work together and complement each other's advantages, and improve the initial lateral stiffness and stiffness of the shear wall. carrying capacity. As the first line of defense against earthquakes, the ECC energy-dissipating belt exerts its energy-dissipating capacity. At the same time, the ECC energy dissipation zone can limit the local buckling of the CFST frame column and partially filled composite core column, and improve the stiffness, energy dissipation capacity and bearing capacity of the shear wall. At the same time, filling the ECC energy dissipation zone can also improve the fireproof and anticorrosion performance of the shear wall, reduce the fireproof and antirust treatment on the surface of the steel structure, and reduce the cost. After the ECC energy dissipation zone is destroyed, the entire section wall becomes a slotted shear wall, which can significantly enhance the later deformation capacity of the shear wall. When the partially filled core column is damaged, the CFST frame column has good deformation capacity and high bearing capacity, which can avoid the collapse of the house under a large earthquake. The combined assembly type shear wall described in the present invention is convenient to construct, no formwork is required in the pouring process of the wall body, the wall body and the upper and lower frame beams are connected by full bolts, the degree of assembly is high, and the position of the wall body can be flexibly arranged according to the building requirements during construction, Meet opening and building requirements. The invention improves the anti-seismic performance of the shear wall, which is beneficial to reducing the earthquake damage of the building and preventing its collapse.

Description of drawings

Figure 1 is a schematic diagram of a combined assembled shear wall skeleton with a vertical ECC energy dissipation belt;

Figure 2 is the front view of the lower frame beam of the assembled shear wall with vertical ECC energy dissipation belt;

Figure 3 is a top view of the lower frame beam of the assembled shear wall with a vertical ECC energy dissipation belt;

Fig. 4 is the front view of the frame beam on the assembled shear wall with vertical ECC energy dissipation belt;

Figure 5 is a schematic diagram of the facade of a combined assembled shear wall with a vertical ECC energy dissipation belt;

Figure 6 is a horizontal section view (A-A) of a combined assembled shear wall with a vertical ECC energy dissipation band;

Fig. 7 is a longitudinal sectional view (B-B) of a combined assembled shear wall with a vertical ECC energy dissipation band;

Fig. 8 is a schematic diagram of a U-shaped connecting rod;

In the figure: 1-Concrete steel pipe frame column, 2-Partially filled composite core column, 3-ECC energy dissipation belt, 4-Stiffening rib, 5-Top beam, 6-U-shaped connecting rod, 7-Lower frame beam, 8 - upper frame beam, 9 - embedded bolt, 10 - peg, 11 - embedded steel plate for upper frame beam, 12 - embedded steel plate for lower frame beam, 13 - bottom beam.

Detailed ways

The present invention will be described in further detail below in conjunction with the accompanying drawings and embodiments.

The invention provides a combined assembled shear wall with a vertical ECC energy dissipation belt, one structural unit of which includes an upper frame beam 8, a lower frame beam 7, a steel tube concrete frame column 1 and a combined shear wall. As shown in Fig. 1, Fig. 5, Fig. 6 and Fig. 7, the CFST frame column 1 is composed of a single steel pipe and self-compacting concrete filled in the entire space in the steel pipe, and two CFST frame columns 1 are arranged on the composite shear wall At the left and right ends, a plurality of partially filled composite core columns 2 spaced apart from each other are arranged in the direction parallel to the steel pipe concrete frame column 1 inside the composite shear wall. The partially filled composite core column 2 includes H-shaped steel and ordinary concrete filled between the flanges on both sides of the H-shaped steel web. The shear wall energy dissipation zone formed by ECC (that is, the vertical ECC energy dissipation zone 3) is filled between the opposite side flanges of the filled composite core column 2, and is filled on the inner steel pipe wall surface and various parts of the steel pipe concrete frame column 1 The studs 10 used to fix the vertical ECC energy-dissipating strip 3 are welded on the flanges on both sides of the combined core column 2, and the two rows of studs 10 embedded in the same vertical ECC energy-dissipating strip 3 are arranged in a staggered manner. The structural unit also includes top beams 5 and bottom beams 13 located at the upper and lower ends of the composite shear wall, and the bottom beams 13 and top beams 5 include H-shaped steel and a plurality of steel beams arranged at intervals on both sides of the H-shaped steel web. Stiffener 4 (corresponding to the H-shaped steel flange of the core column and the wall of the steel pipe), the upper and lower ends of the steel pipe of the CFST frame column 1 and the upper and lower ends of the H-shaped steel flange and the web of the partially filled composite core column 2 It is correspondingly welded on the inner flange of the H-shaped steel of the top beam 5 and the bottom beam 13.

Referring to FIG. 2 , FIG. 3 , FIG. 4 and FIG. 7 , the outer flanges of the H-shaped steel of the top beam 5 and the bottom beam 13 are coupled with the upper frame beam 8 and the lower frame beam 7 respectively. The upper frame beam 8 and the lower frame beam 7 are formed by pouring ordinary concrete, and embedded bolts 9 are arranged on the side opposite to the composite shear wall. Two pairs of embedded bolts 9 are connected in the pouring body to form a U shape. There are two rows of embedded bolts 9, which pass through the outer flange along both sides of the H-shaped steel web of the top beam 5 and the bottom beam 13, so that they can be used The nut connects the combined shear wall body with the upper frame beam 8 and the lower frame beam 7 into a whole, and then fills the H-shaped steel of the bottom beam 13 and the top beam 5 with fine stone concrete (in which expansion agent is added), so as to ensure that the top beam and the stiffness of the bottom beam.

Referring to Fig. 1 and Fig. 8, a U-shaped connecting rod 6 is welded between the H-shaped steel flanges of the partially filled composite core column 2, and the opening of the U-shaped connecting rod 6 faces the web and is covered by the filled concrete (protective layer Thickness 20mm), the U-shaped connecting rod can strengthen the constraint on the concrete, at the same time, the contact area between the U-shaped connecting rod and the H-shaped steel flange is larger, which can avoid the damage of the weld seam, so that the connecting rod can better limit the H-shaped steel The role of local buckling and restraint in concrete. In order to ensure the bearing capacity and deformation capacity of the partially filled composite stem column, U-shaped connecting rods 6 are densely arranged at the upper and lower ends of the partially filled composite stem column 2 to form an encrypted area. Filling concrete can effectively improve the local buckling of the H-shaped steel flange and web of the partially filled composite core column 2, increase the bending and torsional stiffness of the entire section, and improve the overall stability of pure steel components. Filling concrete can also improve the fireproof and anticorrosion performance of the partially filled composite core column 2, and reduce the treatment on the surface of the section steel. Simultaneously, when pouring the concrete of the partially filled composite core column 2, there is no need to support the formwork, which can reduce the cost.

The vertical length of the concrete-filled steel pipe frame column 1 and the partially filled composite core column 2 is such that the plastic hinge at the end is formed before the out-of-plane instability and local instability of the steel pipe concrete frame column 1 and the partially filled composite core column 2 , the plastic hinge area is the position at both ends of the column when the shear wall is subjected to shear force.

Referring to Fig. 6, the smallest side dimension of the section of the concrete-filled steel pipe frame column 1 should not be less than 400mm, and the wall thickness of the steel pipe should not be less than 8mm. If the cross-section is rectangular, the height-to-width ratio of the cross-section (that is, the thickness of the shear wall) should not be greater than 2; (f _ak is the standard value of the tensile strength of the rectangular steel pipe, in MPa), and the width-to-thickness ratio of the short side of the rectangular steel pipe is not greater than

The distance between the U-shaped connecting rods 6 in the partially filled combined core column 2 should not exceed 2/3 (preferably 50%) of the cross-sectional height of the core column, and the width-thickness ratio of the H-shaped steel flange should not be greater than (f _y is the yield strength of the steel, in MPa), and the width-to-thickness ratio of the H-shaped steel web is not greater than The height of the encrypted area of the U-shaped connecting rod 6 is 1/3 of the height of the core column, and the distance between the U-shaped connecting rods in the encrypted area is 0.35 times the cross-sectional height of the core column.

The manufacturing steps of the above combined assembled shear wall with vertical ECC energy dissipation belt are as follows:

1) Bind the steel skeletons of the upper frame beam 8 and the lower frame beam 7 respectively, connect the embedded bolts 9 with the pre-embedded steel plates 11 of the upper frame beam and the pre-embedded steel plates 12 of the lower frame beam respectively to form a whole, and then fix the embedded The upper frame beam pre-embedded steel plate 11 and the lower frame beam pre-embedded steel plate 12 of the bolt 9 are respectively fixed on the reinforcement skeleton of the upper frame beam 8 and the lower frame beam 7 .

2) Pouring the self-compacting concrete of the steel pipe concrete frame column 1.

3) Weld the studs 10 on the steel pipe wall of the steel pipe concrete frame column 1, weld the studs and U-shaped connecting rods 6 on the flange of the H-shaped steel of the partially filled composite core column 2, and weld the studs and U-shaped connecting rods 6 on the top beam 5 and the bottom The stiffener 4 is welded on the H-shaped steel of the beam 13, and then the H-shaped steel of the steel pipe concrete frame column 1, the partially filled composite core column 2 and the H-shaped steel of the top beam 5 and the bottom beam 13 are welded into a whole to form a wall skeleton .

4) Place the welded wall skeleton flat on the flat ground (pre-lay the plastic film), pour the upper frame beam 8, the lower frame beam 7 and the concrete on the upper part of the wall skeleton (referring to filling in the partially filled composite core column 2 The concrete on one side of the H-shaped steel web), vibrated and compacted, maintained for 7 days, turned over the wall skeleton, and poured the concrete at the lower part of the wall skeleton (referring to the other side of the H-shaped steel web filled in the partially filled composite core column 2 Concrete) and ECC energy dissipation zone (with the flange of the adjacent part-filled composite core column 2 or the part-filled composite core column 2 and the opposite concrete-filled steel tube frame column 1 steel pipe wall, top beam and bottom beam H-shaped steel The side flange and the ground covered with film are used as templates), and it is maintained until the age.

5) The upper frame beam 8 and the lower frame beam 7 are connected correspondingly with the H-shaped steel of the top beam 5 and the bottom beam 13 by using their pre-embedded bolts 9, and fastened with nuts, pouring the fine stone concrete of the top beam 5 and the bottom beam 13, After the concrete is cured and consolidated, the upper frame beam 8 and the lower frame beam 7 are rigidly connected to the steel tube concrete frame column 1 and the partially filled composite core column 2 to form a combined assembly shear wall with a vertical ECC energy dissipation belt .

The combined assembled shear wall with vertical ECC energy-dissipating strips produced by the present invention combines the advantages of steel pipe concrete frame columns, partially filled composite core columns and vertical ECC energy dissipation strips, and fully utilizes steel pipe concrete frame columns and partial At the same time as the seismic effect of the filled composite core column, the vertical ECC energy dissipation strip has the following functional characteristics: the ECC energy dissipation strip can fully exert the energy dissipation capacity of ECC through its in-plane bending deformation and shear deformation, and improve the initial strength of the wall. stiffness. At the same time, after the ECC energy dissipation strip is filled between the CFST frame column and the partially filled composite core column, the ECC energy dissipation strip can effectively restrain the local buckling and overall Buckling, while the CFST frame column and partially filled composite core column can limit the deformation of the ECC energy dissipation zone, so that the ECC energy dissipation zone can effectively consume the energy input by the earthquake through in-plane plastic deformation in a longer period of time, improving The seismic performance of the structure. Due to the existence of the ECC energy dissipation zone, the concrete cracking and local buckling of the pipe wall and flange of the concrete-filled steel tube frame columns on both sides and the partially filled composite core column are delayed, the early energy dissipation capacity of the shear wall is improved, and its lateral resistance is enhanced. stiffness.

The stud increases the bonding effect between the steel pipe concrete frame column and the partially filled composite core column and the ECC energy dissipation strip. When the shear wall is subjected to horizontal shear force, the CFST frame column and the partially filled composite core column are staggered with each other, and the ECC energy dissipation belt undergoes shear and bending deformation to dissipate energy.

The partially filled composite core column better combines the advantages of good deformation capacity of section steel and high compressive strength of concrete. The concrete limits the local buckling of H-section steel, improves the bending and torsional stiffness of the entire section, and improves the strength of pure steel members. overall stability. The H-shaped steel and the connecting rod restrain the concrete, forming partly restrained concrete, improving the compressive strength of the concrete, and inhibiting the early cracking of concrete cracks.

The combined assembled shear wall with vertical ECC energy dissipation belts of the present invention has multiple anti-seismic defense lines under earthquake action. After adopting vertical ECC energy dissipation bands on both sides of the partially filled composite core column, the local instability and overall instability of the steel pipe wall and the H-shaped steel flange of the core column are better limited, and the ECC energy dissipation band is greatly improved. Energy dissipation capacity as the first line of defense against earthquakes. When the ECC energy dissipation belt is damaged in the earthquake, the steel pipe concrete frame column, partially filled composite core column and upper and lower frame beams are a geometrically invariant system, which can maintain the overall stability of the structure. At this time, under the action of external load As the second line of defense for the shear bearing capacity, the CFST frame column and the partially filled composite core column begin to play a role. Due to the lower strength of the partially filled composite core column compared with the CFST frame column, the CFST frame column will yield before the CFST frame column , under the action of shear force as the main load, the seismic energy is consumed until it yields. After the partially filled composite core column yields, the structure becomes a frame system composed of steel tube concrete frame and upper and lower frame beams and continues to bear the load. This is the third line of defense of the assembled shear wall. Through multi-channel seismic fortification, compared with ordinary steel pipe cement concrete frame shear walls and steel plate shear walls, the combined assembly shear wall of the present invention not only has high lateral stiffness and high bearing capacity in the initial stage, but also has relatively stable seismic performance in the later stage , the ductility and energy dissipation capacity are improved, and the degradation of bearing capacity and stiffness is slower.

The invention is an assembled combined shear wall that consumes the energy of the earthquake input structure and improves the anti-seismic performance of the structure. The problem of insufficient bearing capacity, ductility and energy consumption. Since the shear wall is the core anti-lateral force component of the building structure, the seismic capacity of the shear wall is improved, and the seismic capacity of the whole structure is also improved. When the building encounters a strong earthquake, its earthquake damage can be reduced and its collapse can be prevented. .

Claims (10)

1. A combined assembled shear wall with vertical ECC energy dissipation bands, characterized in that: the combined assembled shear wall includes a side frame and a combined shear wall, and the side frame includes a frame that is arranged on a combined shear wall. The steel pipe concrete frame column (1) at the left and right ends of the wall, the upper frame beam (8) arranged at the upper end of the composite shear wall, and the lower frame beam (7) arranged at the lower end of the composite shear wall, and the steel pipe concrete frame The column (1) is located between the upper frame beam (8) and the lower frame beam (7), and the composite shear wall includes a plurality of partially filled composite core columns (2 ), the partially filled composite core column (2) includes H-shaped steel and concrete pouring bodies filled on both sides of the H-shaped steel web, between adjacent partially filled composite core columns (2) and between the composite shear wall Between the partly filled composite core column (2) at the end of the body and the corresponding steel pipe concrete frame column (1) is filled with energy dissipation bands composed of ECC that pass through the upper and lower ends of the composite shear wall. 2. A combined assembled shear wall with a vertical ECC energy dissipation band according to claim 1, characterized in that: the concrete-filled steel tube frame column (1) is selected from a single concrete-filled steel tube column or a laminated concrete-filled steel tube column , the section of the steel pipe is rectangular, T-shaped, soil-shaped or L-shaped, the number of cavities in the steel pipe is single or multiple, and all or part of the space in the steel pipe is filled with self-compacting concrete. 3. According to claim 1, a combined assembled shear wall with vertical ECC energy dissipation bands is characterized in that: between the H-shaped steel flanges of the partially filled combined core column (2) Two U-shaped connecting rods (6), the U-shaped connecting rods (6) are arranged at intervals up and down. 4. A combined assembled shear wall with a vertical ECC energy dissipation belt according to claim 3, characterized in that: the upper and lower ends of the partially filled combined core column (2) are U-shaped Connecting rod densification area, the height of the densification area is 1/3 of the height of the partially filled composite stem (2), and the part between the U-shaped connecting rod densification areas on the filled composite stem (2) is non-densified In the area, the distance between the U-shaped connecting rods (6) in the encrypted area is smaller than the distance between the U-shaped connecting rods (6) in the non-encrypted area. 5. A combined assembled shear wall with a vertical ECC energy dissipation belt according to claim 1, characterized in that: the steel tube on the side opposite to the combined shear wall of the steel pipe concrete frame column (1) Studs (10) fixed in the corresponding energy dissipation bands are arranged on the wall and on the two flanges of the H-shaped steel of the partially filled composite core column (2). 6. A combined assembled shear wall with a vertical ECC energy dissipation band according to claim 1, characterized in that: the upper frame beam (8) and the lower frame beam (7) are reinforced concrete beams or section steel A concrete beam with a rectangular cross-section. 7. A combined assembled shear wall with a vertical ECC energy dissipation band according to claim 1, characterized in that: said combined assembled shear wall also includes a top beam (5) and a bottom beam (13 ), the top beam (5) and the bottom beam (13) comprise H-shaped steel, and the H-shaped steel side flange of the top beam (5) and the bottom beam (13) is respectively connected with the described upper frame beam (8) and the lower frame beam (7 ), the other side flange of the H-shaped steel of the top beam (5) and the bottom beam (13) is connected with the upper and lower ends of the steel pipe concrete frame column (1) and the partially filled composite core column (2) respectively. 8. A combined assembled shear wall with a vertical ECC energy dissipation band according to claim 7, characterized in that: between the flanges on both sides of the H-shaped steel of the top beam (5) and the bottom beam (13) There are a plurality of stiffeners (4) connected to the web and flange of the H-shaped steel, and the upper frame beam (8) and the lower frame beam (7) are provided with embedded bolts (9). The bolts (9) are fixed to the corresponding side flanges of the H-shaped steel of the top beam (5) and the bottom beam (13), and the H-shaped steel is filled with concrete pouring bodies. 9. A method for making a combined assembled shear wall with a vertical ECC energy dissipation band, characterized in that: comprising the following steps: 1) Pouring the concrete of the steel pipe concrete frame column (1) and the upper frame beam (8) and the lower frame beam (7), and fixing the studs (10) on the side wall of the steel pipe concrete frame column (1); 2) Splicing the skeleton of the shear wall The skeleton includes a plurality of H-shaped steels arranged at intervals between two steel pipe concrete frame columns (1) and parallel to the two steel pipe concrete frame columns (1) for pouring core columns, wherein the adjacent H-shaped steel The flanges are opposite, after the pegs (10) are pre-fixed on the two side flanges of each H-shaped steel and the U-shaped connecting rods (6) arranged at intervals are fixed in advance between the two side flanges of each H-shaped steel, the H-shaped steel The two ends of the steel pipe concrete frame column (1) are respectively fixed to the two opposite side flanges of the H-shaped steel used to construct the top beam (5) and the bottom beam (13), and the H-shaped steel is pre-fixed with stiffeners ( 4); 3) After pouring the concrete structure part located on one side of the H-shaped steel web of the core column, perform curing, turn the skeleton over after curing until the concrete is consolidated, and then pour the concrete structure part located on the other side of the H-shaped steel web of the core column , while using ECC to pour the gap between the steel pipe concrete frame column (1) and the core column and between the opposite flanges of two adjacent core columns, and maintain it until it is consolidated; 4) After step 3), fix the embedded bolts (9) on the upper frame beam (8) and the lower frame beam (7) to the H-shaped steel of the top beam (5) and bottom beam (13) On the other side of the flange, then fill the two sides of the web of the H-shaped steel with concrete, and after the concrete is cured until it is consolidated, a combined prefabricated shear wall with a vertical ECC energy dissipation belt is obtained. 10. A method for manufacturing a combined assembly shear wall with vertical ECC energy-dissipating belts according to claim 9, characterized in that: when pouring the ECC, the skeleton is placed on a horizontal ground covered with a film.