CN102704597A - Encased concrete composite shear wall embedded with dense steel plate beams between concrete-filled steel tube columns and construction method thereof - Google Patents

Abstract

The composite shear wall with dense steel plate beams embedded between concrete-filled steel pipe columns and the outsourcing concrete composite shear wall and its manufacturing method belong to the field of steel-concrete composite shear walls, and is composed of concrete-filled steel pipe frame columns, concrete-filled steel pipe core columns, steel dense beams and reinforced concrete shear walls , the wall section is I-shaped. Set steel pipe concrete frame columns at both ends of the reinforced concrete shear wall; The steel plate dense beam; the steel plate dense beam passes through the steel pipe concrete column, and welds on the intersection line with the steel pipe; the shear wall reinforcement is bound; The invention improves the load-carrying capacity, the multiple lines of defense improve the ductility and energy consumption performance of the shear wall, and has superior seismic performance; it is easy to manufacture and easy to operate, and can be used in high-rise or large complex multi-storey buildings.

Description

Composite Shear Wall and Its Method of Embedding Steel Plate Dense Beams Outsourcing Concrete Composite Between Steel Tube Concrete Columns

technical field

The invention relates to a steel-steel-concrete composite shear wall embedded with dense steel beams and outsourcing concrete composite shear walls between concrete-filled steel pipe columns and a manufacturing method thereof, which belongs to a novel steel-concrete composite shear wall that consumes earthquake-input structure energy and improves the seismic performance of the structure and its manufacturing method. The method belongs to the field of steel-concrete composite shear walls.

Background technique

At present, with the development of social production and the needs of human activities, there are more and more modern high-rise and super high-rise buildings, and the requirements for the seismic performance of shear walls are also getting higher and higher. Shear walls and core tubes composed of shear walls are the most critical vertical system for high-rise buildings to resist earthquakes, and they bear most of the seismic action of the structure. The existing ordinary reinforced concrete shear walls have poor deformation capacity and ductility under earthquake action, and are prone to brittle failure, which directly affects the seismic performance of high-rise buildings, which is very unfavorable to the seismic performance of the overall structure.

The shear wall is the core anti-lateral force component in the high-rise building structure, and its seismic performance plays a vital role in the safety and reliability of the high-rise building. The development of shear walls with good seismic performance is the key technology of building seismic design. In order to improve the seismic performance of shear walls, there are more and more studies on composite shear walls, such as various types of slotted shear walls and composite shear walls. At present, there are two main researches on composite shear walls. Two types: one is "combined wall panel shear wall", the wall panel is composed of steel plate and concrete wall panel; the other is "combined shear wall with frame", the wall panel of this type of composite shear wall is generally used Reinforced concrete, while the frame is made of steel concrete. In addition, the wall panel can also be made of steel plate, while the frame can be made of reinforced concrete; the frame and composite wall panel can also be combined together.

The steel-concrete composite shear wall has the advantages of steel members and concrete members at the same time, which can effectively increase the strength and ductility of the members, reduce the cross-sectional size of the members, and have good fire performance. The steel-concrete composite shear wall has the characteristics of large elastic initial stiffness, large deformation capacity, good plastic performance, stable hysteretic characteristics, etc., and can effectively overcome the self-heaviness of ordinary reinforced concrete shear walls and the difficulty of corner concrete. Cracking, brittle and other shortcomings, it is a very promising high-rise lateral force resistance system.

Contents of the invention

The purpose of the present invention is to provide a new type of steel-concrete composite shear wall that consumes earthquake input structural energy and improves the seismic performance of the structure. It is mainly used in the shear wall structure or cylinder structure of high-rise buildings or large complex multi-story buildings. Solve the problems of insufficient bearing capacity, ductility and energy consumption under earthquake action.

The technical scheme that the present invention adopts is as follows:

1. Between concrete-filled steel pipe columns, steel plate dense beams are embedded and concrete composite shear walls are enclosed. The wall section is I-shaped, including steel pipe concrete frame columns 1, steel pipe concrete core columns 2, steel plate dense beams 3 and reinforced concrete shear walls; It is characterized in that: a steel pipe concrete frame column 1 is arranged at both ends of the reinforced concrete shear wall, and its dimension along the thickness direction of the reinforced concrete shear wall is greater than the thickness of the reinforced concrete shear wall; Set the upper frame beam 8 and the lower frame beam 7 at the lower ends respectively; set the steel tube concrete core column 2 in the direction parallel to the steel tube concrete frame column 1 inside the reinforced concrete shear wall; Between the 2 rooms and between the concrete-filled steel tube core columns 2, a horizontally parallel steel plate dense beam 3 is set along the height direction of the reinforced concrete shear wall; Beam 3 is a series of steel plate girders whose net distance between the upper and lower steel plate beams is not greater than the height of the beam; the steel tube wall of the steel tube concrete frame column 1 is welded to the steel bar connecting rib 9 used to fix the horizontally distributed steel bar 4 of the wall; The two sides of the steel plate dense beam 3 are equipped with a steel mesh composed of horizontally distributed steel bars 4 and vertically distributed steel bars 5, and the steel mesh on both sides is connected by tie bars 6 passing through the gap 10 of the steel plate dense beam 3; The frame column 1, the steel tube concrete core column 2, the upper frame beam 8, the lower frame beam 7 and the reinforced concrete shear wall are formed by pouring and tamping concrete to form a composite shear wall embedded with steel plate dense beams and outsourcing concrete between the steel tube concrete columns.

2. The concrete-filled steel pipe frame column 1 is single-cavity steel-filled steel pipe concrete, or multi-cavity steel pipe concrete; its cross section is circular or rectangular; its dimension in the wall thickness direction is greater than the wall thickness.

3. The concrete-filled steel tube core column 2 is a concrete-filled steel tube column; its size in the thickness direction of the wall is smaller than the thickness of the wall.

4. The steel plate dense beam 3 is arranged in parallel between the steel tube concrete frame column 1 and the steel tube concrete core column 2 and between the steel tube concrete core column 2 along the height direction of the reinforced concrete shear wall; the steel plate dense beam 3 passes through the steel tube concrete Column, and welded on the intersection line with the steel pipe; its strength is not greater than the strength of the steel pipe wall of the steel pipe concrete frame column 1 and the steel pipe concrete core column 2; its thickness is lower than the wall thickness of the steel pipe concrete core column; its aspect ratio is less than or equal to 1. The clear distance between the upper and lower adjacent steel plate dense beams 3 is not greater than the beam height;

5. The steel plate of the reinforcing bar connecting rib 9 is made of steel with the same strength as the steel pipe in the CFST frame column 1, and should be welded with the steel pipe wall of the CFST frame column 1.

6. The horizontally distributed steel bars 4 are welded to the steel bar vertical connecting ribs 9 provided on the steel pipe concrete frame column 1; the upper and lower ends of the vertically distributed steel bars 5 extend into the upper frame beam 8 and the lower frame beam 7 respectively for rigid connection .

7. The tie bars 6 connect the steel mesh sheets composed of horizontally distributed steel bars 4 and vertically distributed steel bars 5 on both sides of the wallboard through the gap 10 between the upper and lower steel plate dense beams 3, or pass through the steel plate dense beams The reserved round holes in 3 connect the reinforcement mesh on both sides.

8. The upper frame beam 8 and the lower frame beam 7 are reinforced concrete beams, or steel concrete beams with a rectangular cross section, and the concrete is poured on site.

The invention combines the advantages of steel pipe concrete, reinforced concrete wall panels and steel plate dense beams, while fully exerting the anti-seismic effect of steel tube concrete and reinforced concrete wall panels, it also gives full play to the stronger seismic energy consumption capacity of steel plate dense beams. The steel plate dense beam of the new composite shear wall has the following stress and functional characteristics: the energy dissipation unit of the steel plate dense beam can fully exert the plastic seismic energy dissipation capacity of the steel plate through its in-plane bending deformation and shear deformation; After the reinforced concrete wall panels are used on both sides of the beam, the concrete wall panels effectively restrain the out-of-plane buckling of the steel dense beams, enabling the steel dense beams to effectively consume the energy input by the earthquake through in-plane plastic deformation for a longer period of time , to improve the seismic performance of the structure; at the same time, the gap between the steel plate dense beams can be used as a structural joint through which the reinforced concrete wall panels on both sides of the steel plate dense beams pass through. In this way, the concrete wall panels on both sides and the middle The steel plate dense beams form a whole, work together and complement each other's advantages; due to the existence of steel plate dense beams, the cracking and crack development of the concrete wall panels on both sides are delayed, and the seismic ductility of the concrete wall panels is improved.

The steel-steel-concrete-column-embedded dense beam-wrapped concrete composite shear wall of the invention has multiple anti-seismic defense lines under earthquake action. After the reinforced concrete wall panels are used on both sides of the steel plate dense beam and the steel tube concrete core column, the out-of-plane instability of the steel plate is well suppressed, and the vertical bearing capacity of the concrete wall panel as the first line of defense against earthquakes is greatly improved , ductility and energy dissipation capacity. When the reinforced concrete wall slab is damaged in the earthquake, the truss structure formed by the steel plate dense beams, the steel tube concrete core column, the upper and lower frame beams, and the combined steel tube concrete frame column inside the wall is a geometrically invariant system, thus maintaining the overall structure Stability. At this time, under the action of external load, the steel plate dense beam as the second line of defense for shear bearing capacity begins to play a role. Since its thickness is lower than that of the CFST core column wall, it will yield before the CFST core column. Under the action of shear force as the main load, the seismic energy is consumed until it yields; after the steel plate dense beam yields, the structure begins to become a frame system composed of steel tube concrete core columns and frame beams and columns to continue to bear the load. This is the combination The third line of defense of the shear wall. Compared with ordinary concrete-filled steel tube frame shear walls and steel plate shear walls, the construction is convenient, the bearing capacity is improved, the attenuation of bearing capacity and stiffness is slower, the later seismic performance is relatively stable, and the multiple lines of defense also make the ductility and energy dissipation performance of the shear wall get improved.

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. .

Description of drawings

Fig. 1 is a steel and reinforcement diagram of the composite shear wall with steel plate dense beams embedded between concrete filled steel tube columns and outsourced concrete

Figure 2 is a schematic diagram of the facade of the composite shear wall

Figure 3 is a horizontal section view of the composite shear wall

Description of the accompanying drawings: 1-Concrete steel tube frame column, 2-Concrete steel tube core column, 3-Steel steel dense beam, 4-Horizontal distribution reinforcement, 5-Vertical distribution reinforcement, 6-Tie reinforcement, 7-Lower frame beam, 8-upper frame beam, 9-steel connecting rib, 10-steel plate dense beam gap.

Detailed ways

The present invention will be further described below in conjunction with specific embodiment:

Figure 1, Figure 2 and Figure 3 show the structural diagrams of a structural unit of a composite shear wall with steel plate dense beams embedded between concrete filled steel tube columns and concrete composite shear walls.

Steel tube concrete frame columns 1 are arranged at both ends of the reinforced concrete shear wall; the steel tube wall of the steel tube concrete frame column 1 is welded to the steel bar connecting rib 9 for fixing the horizontally distributed steel bars 4 of the wall; the upper and lower sides of the steel tube concrete frame column 1 Set the upper frame beam 8 and the lower frame beam 7; set the steel tube concrete core column 2 in the direction parallel to the steel tube concrete frame column 1 inside the reinforced concrete shear wall; the steel plate dense beam 3 passes through the steel tube concrete column, and Welding is carried out on the intersection line; the clear distance between the upper and lower steel plate dense beams 3 is not greater than the beam height of the steel plate dense beams 3; the configuration on both sides of the steel tube concrete core column 2 and the steel plate dense beam 3 is composed of horizontally distributed steel bars 4 and vertically distributed steel bars 5 The reinforced mesh on both sides is pulled together by the steel bars 6 passing through the gap 10 of the steel plate dense beam 3; And the reinforced concrete shear wall is formed by pouring and ramming concrete to form a composite shear wall embedded with steel plate dense beams and outsourcing concrete between the concrete filled steel pipe columns.

The fabrication sequence of the concrete composite shear wall embedded with steel plate dense beams and outsourcing concrete between the above-mentioned steel tube concrete columns is as follows:

1) Fabricate the CFST frame column 1 and the CFST core column 2, and weld the steel bar connecting rib 9 at the end of the horizontally distributed steel bars 4 of the wall on the steel tube wall of the CFST frame column 1;

2) Bind the steel bars of the reinforced concrete foundation beam of the shear wall or the lower frame beam 7, and insert the steel tube concrete frame column 1, the steel tube concrete core column 2, and the vertically distributed steel bars 5 of the shear wall into the reinforcement cage of the lower frame beam 7, The concrete of the lower frame beam 7 is poured, and after the concrete is cured and consolidated, the lower frame beam 7 is rigidly connected to the bottom of the CFST frame column 1, the CFST core column 2, and the vertically distributed steel bars 5 of the shear wall;

3) Make steel plate dense beams 3, and arrange parallel steel plate dense beams 3 along the height direction of the reinforced concrete shear wall between the CFST frame column 1 and the CFST core column 2 and between the CFST core columns 2; make them pass through Concrete steel tube columns, and welded on the intersection line with steel tubes; the net distance between the upper and lower steel plate dense beams 3 is not greater than the beam height of the steel plate dense beams 3;

4) On both sides of the concrete-filled steel tube core column 2 and the steel plate dense beam 3, a reinforcement mesh composed of horizontally distributed steel bars 4 and vertically distributed steel bars 5 is arranged, and the tie bars 6 pass through the gap 10 between the upper and lower steel plate dense beams 3 to connect the two sides. The steel mesh on both sides is pulled together, or the steel mesh on both sides is pulled together through the reserved round hole in the steel plate dense beam 3;

5) Make the upper frame beam 8, insert the steel tube concrete frame column 1, the steel tube concrete core column 2 and the vertically distributed steel bars 5 of the wall panels into the upper frame beam 8 for reliable connection;

6) Leave the thickness of the concrete protective layer through the cement pads on both sides of the shear wall panel, and then support the formwork for pouring concrete;

7) Concrete is poured for concrete-filled steel tube frame column 1, concrete-filled steel tube core column 2, shear wall panel, and upper frame beam 8. After forming, a composite shear wall with steel plate dense beams embedded between concrete-filled steel tube columns and outsourcing concrete is formed.

During the manufacturing process, the size of the steel pipe concrete frame column 1 in the thickness direction of the wall is greater than the thickness of the wall. The size of the concrete-filled steel tube core column 2 in the thickness direction of the wall is smaller than that of the wall, so as to facilitate the binding of steel bars on both sides and reserve a concrete protective layer, but its size cannot affect the pouring of concrete inside; the steel plate dense beam 3 The strength shall not be greater than that of the steel pipe walls of the CFST frame column 1 and the CFST core column 2, so as to prevent bending damage and out-of-plane buckling during the stress process, so as to achieve a better energy consumption effect.

The above is a typical embodiment of the present invention, and the practice of the present invention is not limited thereto.

Claims (8)

1. the close beam external wrapping concrete of concrete filled steel tube intercolumniation embedding steel plate compound shear wall, wall section is an I shape, comprises steel pipe concrete frame post (1), steel tube concrete core pillar (2), steel plate Mi Liang (3) and reinforced concrete shear wall body; It is characterized in that: at reinforced concrete shear wall body two ends steel pipe concrete frame post (1) is set, its along the size of reinforced concrete shear wall body thickness direction greater than the reinforced concrete shear wall body thickness; Upper/lower terminal at steel pipe concrete frame post (1) is provided with upper side frame beam (8) and lower frame beam (7) respectively; The direction that is parallel to steel pipe concrete frame post (1) in reinforced concrete shear wall body inside is provided with steel tube concrete core pillar (2); At the steel plate Mi Liang (3) that horizontal parallel is set along reinforced concrete shear wall height degree direction between steel pipe concrete frame post (1) and steel tube concrete core pillar (2) and between the steel tube concrete core pillar (2); Steel plate Mi Liang (3) passes steel pipe concrete frame post (1) and steel tube concrete core pillar (2), and with the steel pipe meld line of steel pipe concrete frame post (1) and steel tube concrete core pillar (2) on implement welding; Steel plate Mi Liang (3) is the plate girder series that the clear distance of plate girder up and down is not more than deck-molding; In the welding of the steel pipe walls of steel pipe concrete frame post (1) in order to the fixing reinforcing bar connection rib (9) of body of wall horizontal distribution reinforcing bar (4); The steel mesh reinforcement that configuration is made up of horizontal distribution reinforcing bar (4) and vertical distribution reinforcement (5) in steel tube concrete core pillar (2) and steel plate Mi Liang (3) both sides, the gap (10) of passing steel plate Mi Liang (3) with steel tie (6) sockets the steel mesh reinforcement of both sides; Steel pipe concrete frame post (1), steel tube concrete core pillar (2), upper side frame beam (8), lower frame beam (7) and reinforced concrete shear wall body disturbing concrete are shaped, promptly constitute the close beam external wrapping concrete of concrete filled steel tube intercolumniation embedding steel plate compound shear wall.

2. require the close beam external wrapping concrete of described concrete filled steel tube intercolumniation embedding steel plate compound shear wall according to right 1, it is characterized in that: described steel pipe concrete frame post (1) is single cavity concrete filled steel tube, or is multi-cavity body concrete filled steel tube; Its cross section is a circular cross-section, or is the square-section; Its in the size of reinforced concrete shear wall body thickness direction greater than thickness of wall body.

3. the close beam external wrapping concrete of concrete filled steel tube intercolumniation embedding steel plate according to claim 1 compound shear wall, it is characterized in that: described steel tube concrete core pillar (2) is a steel core concrete column; Its size in reinforced concrete shear wall body thickness direction is less than the thickness of reinforced concrete shear wall body.

4. require the close beam external wrapping concrete of described concrete filled steel tube intercolumniation embedding steel plate compound shear wall according to right 1, it is characterized in that: the intensity of described steel plate Mi Liang (3) is not more than the intensity of the steel pipe walls of steel pipe concrete frame post (1), steel tube concrete core pillar (2); The post jamb that its thickness is lower than steel tube concrete core pillar (2) is thick; Its depth-width ratio is smaller or equal to 1, and the clear distance of neighbouring steel plate Mi Liang (3) is not more than deck-molding.

5. require the close beam external wrapping concrete of said concrete filled steel tube intercolumniation embedding steel plate compound shear wall according to right 1; It is characterized in that: said reinforcing bar connects the steel plate employing of rib (9) and the steel pipe same intensity steel in the steel pipe concrete frame post (1), and should weld with steel pipe concrete frame post (1) steel pipe tube wall.

6. require the close beam external wrapping concrete of said concrete filled steel tube intercolumniation embedding steel plate compound shear wall according to right 1, it is characterized in that: described horizontal distribution reinforcing bar (4) is gone up the steel bar vertical that is provided with steel pipe concrete frame post (1) and is connected rib (9) welding; Vertical distribution reinforcement (5) upper end, lower end are stretched into respectively in upper side frame beam (8) and the lower frame beam (7) and are rigidly connected.

7. require the close beam external wrapping concrete of described concrete filled steel tube intercolumniation embedding steel plate compound shear wall according to right 1; It is characterized in that: said upper side frame beam (8) and lower frame beam (7) are reinforced concrete beam; Or be girder with rolled steel section en cased in concrete, the cross section is a rectangle, concrete cast in situs.

8. according to the way of any close beam external wrapping concrete of the described concrete filled steel tube intercolumniation of the claim embedding steel plate compound shear wall of claim 1 to claim 7, it is characterized in that: its production order is following:

1) make steel pipe concrete frame post (1) and steel tube concrete core pillar (2), the reinforcing bar that on the steel pipe walls of steel pipe concrete frame post (1), is welded to connect body of wall horizontal distribution reinforcing bar (4) end connects rib (9);

2) reinforcing bar of colligation shear force wall reinforcing steel bar concrete foundation beam or lower frame beam (7); And in the reinforcing cage with steel pipe concrete frame post (1), steel tube concrete core pillar (2), the vertical distribution reinforcement of shear wall (5) insertion lower frame beam (7); The concrete of cast lower frame beam (7); After concrete curing is fixed, make the lower frame beam (7) and the bottom of steel pipe concrete frame post (1), steel tube concrete core pillar (2), the vertical distribution reinforcement of shear wall (5) realize being rigidly connected;

3) make steel plate Mi Liang (3), between steel pipe concrete frame post (1) and steel tube concrete core pillar (2) and between the steel tube concrete core pillar (2) along the parallel steel plate Mi Liang (3) of reinforced concrete shear wall height degree direction layout; Make it pass steel pipe concrete frame post (1) and steel tube concrete core pillar (2), and with steel pipe concrete frame post (1) and steel tube concrete core pillar (2) in the steel pipe meld line on implement welding; The clear distance of last lower steel plate Mi Liang (3) is not more than the deck-molding of steel plate Mi Liang (3);

4) steel mesh reinforcement of forming by horizontal distribution reinforcing bar (4) and vertical distribution reinforcement (5) in steel tube concrete core pillar (2), the configuration of steel plate Mi Liang (3) both sides; The gap (10) of passing lower steel plate Mi Liang (3) with steel tie (6) sockets the steel mesh reinforcement of both sides, or passes and reserve circular hole among the steel plate Mi Liang (3) steel mesh reinforcement of both sides is socketed;

5) make upper side frame beam (8), steel pipe concrete frame post (1), steel tube concrete core pillar (2) and the vertical distribution reinforcement of wallboard (5) are inserted upper side frame beam (8), reliably connect;

6) reserve thickness of concrete cover in shear wall wallboard both sides through spacer, prop up the template that fluid concrete is used afterwards;

7) build the concrete of steel pipe concrete frame post (1), steel tube concrete core pillar (2), shear wall wallboard, upper side frame beam (8), promptly form the close beam external wrapping concrete of concrete filled steel tube intercolumniation embedding steel plate compound shear wall after the moulding.

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