Steel calandria concrete composite shear wall capable of greatly reducing wall thickness

Abstract

The utility model discloses a steel calandria concrete composite shear wall with greatly reduced wall thickness. The shear wall comprises square steel pipes, connecting steel plates, concrete and the like. Connecting steel plates are welded among a plurality of square steel pipes along the full length to form a closed inner cavity, the thickness of the connecting steel plates is the same as the wall thickness of the square steel pipes, the area of the closed inner cavity is completely consistent with the area of inner cavities of the square steel pipes, and the uniform steel calandria is formed. The working procedures of steel bar manufacturing and binding, formwork manufacturing and installing and the like are avoided, the construction difficulty is reduced, the construction progress is accelerated, self-compacting high-strength concrete is poured into all inner cavities of the steel calandria, the bearing capacity of the steel calandria concrete composite shear wall is greatly improved, the axial compression ratio is reduced, the wall thickness can be reduced to 55% or below of the wall thickness in the prior art, and the construction efficiency is improved. A plurality of problems of large-volume concrete construction can be avoided, the consumption of building materials is saved, the self weight is reduced, engineering seismic resistance is facilitated, the structural area is reduced, the usable area is increased by more than 10%, and the room yield is improved.

Description

Technical Field

[0001] This utility model relates to the field of building engineering technology. Background Technology

[0002] In the known technical field, as building height and span increase, the thickness of shear walls in structural systems such as shear wall structures, frame-shear wall structures, frame-tube structures, and tube-in-tube structures also increases. When the building height exceeds 300 meters, the thickness of the bottom shear wall often exceeds 1.3 meters; and for buildings exceeding 600 meters in height, the thickness of the bottom shear wall even approaches 2 meters. This results in a significant increase in structural area, leading to a corresponding decrease in usable area and consequently a decrease in the floor area ratio. Simultaneously, the construction of large-volume concrete presents numerous difficulties, requiring strict crack prevention and temperature control, significantly increasing building material consumption, increasing building weight, and consequently increasing seismic forces, which in turn leads to a significant increase in foundation internal forces, further increasing foundation material consumption. This not only increases the workload and cost of the project but also extends the construction period. Therefore, it is necessary to propose a new technical solution to address these problems. Utility Model Content

[0003] This utility model proposes a steel-concrete composite shear wall with significantly reduced wall thickness. Under the same usage conditions, it achieves a substantial reduction in shear wall thickness, thereby reducing the structural area. Correspondingly, it increases usable area, improves the floor area ratio, reduces building material consumption, saves costs, facilitates construction, and shortens the construction period. It solves the problems of existing technologies, such as large shear wall thickness, large structural area, correspondingly reduced usable area and floor area ratio, high building material consumption, long construction period, and high cost.

[0004] To achieve the above objectives, the technical solution of this utility model is as follows: a steel-tube concrete composite shear wall with significantly reduced wall thickness, comprising square steel tubes, connecting steel plates, and concrete. Connecting steel plates are welded along the entire length between the square steel tubes to form a closed inner cavity. During processing, the connecting steel plates are made of steel with the same thickness as the wall thickness of the square steel tubes, ensuring that the area of ​​the inner cavity enclosed by the welding of the connecting steel plates and the square steel tubes is completely consistent with the inner cavity area of ​​the square steel tubes, thus forming a uniform steel tube. Using this steel tube replaces the vertical and horizontal distributed reinforcing bars in the prior art, avoiding the processes of reinforcing bar fabrication and tying, formwork fabrication and installation, etc., reducing construction difficulty and accelerating construction speed. Concrete is poured into each inner cavity of the steel tube. To ensure complete filling of the inner cavity and to improve the concrete strength grade, self-compacting high-strength concrete is used, greatly improving the bearing capacity of the steel-tube concrete composite shear wall while reducing the axial compression ratio, thereby significantly reducing the thickness of the shear wall.

[0005] Prior to this, the steel-tube reinforced concrete composite shear wall with significantly reduced wall thickness utilizes the interaction and synergy between the steel tubes and their inner concrete cavity, fully leveraging the advantages of both materials. While the inner concrete cavity bears the pressure, the "hoop effect" effectively constrains the outward expansion of the inner concrete cavity caused by pressure and limits the generation of vertical micro-cracks, placing the inner concrete cavity in a triaxial stress state; thus, its strength is greatly improved. Simultaneously, the inner concrete cavity provides auxiliary support to the steel tube wall, preventing buckling deformation.

[0006] Prior to this, the steel-tube reinforced concrete composite shear wall with significantly reduced wall thickness not only significantly improves the strength of the inner concrete cavity due to the restraining effect of the steel tubes, but also enhances the mechanical properties of the inner concrete, transforming brittle failure into plastic failure. This results in better ductility of the shear wall and avoids the brittle failure phenomenon commonly seen in existing shear walls. Furthermore, because steel possesses excellent strain capacity, it does not exhibit cracks caused by defects in the crack resistance of concrete; therefore, the steel-tube reinforced concrete composite shear wall exhibits excellent crack resistance. Fireproofing and corrosion protection measures for the steel tubes can be considered in conjunction with the decorative surface layer.

[0007] Preferably, the steel-concrete composite shear wall with significantly reduced wall thickness has structural edge members installed at both ends of the wall and on both sides of the wall openings to improve the shear wall's load-bearing performance and appropriately increase its ductility. Within the installation range, the thickness of the square steel tubes and connecting steel plates is appropriately increased.

[0008] Prioritized, for the steel-concrete composite shear wall with significantly reduced wall thickness, for the bottom reinforced portion of the shear wall and the wall segment above it in seismic grades I, II, and III, and for wall segments with an axial compression ratio greater than the limit, restrained edge members are installed at both ends of the wall and on both sides of the wall openings, according to the calculation and analysis results, to significantly improve the stress performance, bearing capacity, and ductility of the shear wall. Within the installation range, the thickness of the square steel tubes and connecting steel plates is increased according to the calculation and analysis results.

[0009] With rapid economic development and the scarcity of land resources, building heights are constantly breaking records, leading to a continuous increase in the thickness of reinforced concrete shear walls. This presents significant challenges in large-volume concrete construction, with temperature changes and shrinkage caused by the hydration of cementitious materials resulting in cracks and making the walls prone to breakage. The processes of rebar fabrication and tying, formwork fabrication and installation, pouring and curing are complex and time-consuming. High material consumption and weight negatively impact earthquake resistance, increasing structural area while decreasing usable area, thus reducing the floor area ratio. In contrast, this invention offers the following advantages: it significantly reduces shear wall thickness, reducing it to less than 55% of existing wall thicknesses. This typically avoids large-volume concrete construction, saving material consumption, reducing weight, improving earthquake resistance, and simultaneously reducing structural area while increasing usable area by more than 10%, thereby increasing the floor area ratio. All steel components are manufactured in the factory, featuring high manufacturing precision, a high degree of industrialization, improved assembly rate, reduced labor intensity, no need for formwork, simple structure, no need for reinforcement, prevention of pipe wall buckling and cracking, high efficiency and speed, and guaranteed precision and quality. This aligns perfectly with the national policy of vigorously promoting the construction industry. Attached Figure Description

[0010] To more clearly illustrate the technical solution of this utility model, the drawings used in the embodiments or technical description will be briefly introduced below. Obviously, the drawings described below are only embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0011] Figure 1 This is a cross-sectional schematic diagram of the steel-tube reinforced concrete composite shear wall with significantly reduced wall thickness proposed in this utility model.

[0012] Figure 2 Schematic diagram of the "hidden column" as a structural edge component of a steel-concrete composite shear wall. Figure 3 Schematic diagram of the cross-section of the "wing column" as the structural edge member of the steel-concrete composite shear wall. Figure 4 Schematic diagram of the "end column" as the structural edge component of a steel-concrete composite shear wall. Figure 5 A cross-section of a typical "T-shaped" steel-concrete composite shear wall and its confined edge members.

[0013] Schematic diagram

[0014] Figure 6 Sectional analysis of a typical "I-shaped" steel-concrete composite shear wall and its confined edge members.

[0015] Surface diagram

[0016] Figure 7A cross-section of a typical "L-shaped" steel-concrete composite shear wall and its confined edge members.

[0017] Schematic diagram

[0018] Figure 8 Schematic diagram of the cross-sectional view of the connection node between the steel-concrete composite shear wall and the beam.

[0019] Numbering on the map:

[0020] 1. Square steel pipe; 2. Connecting steel plate; 3. Concrete; 4. Equivalent steel plate; 5. Pouring hole; 6. Top main reinforcement; 7. Top main reinforcement connector; 8. Bottom main reinforcement; 9. Bottom main reinforcement connector Detailed Implementation

[0021] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0022] like Figure 1 As shown, the steel-tube concrete composite shear wall proposed in this utility model, which significantly reduces wall thickness, is constructed by determining the wall thickness *b* based on structural calculations, selecting a square steel tube 1 with a side length of *b*, and determining the wall thickness *t* of the square steel tube 1 based on structural calculations. Several connecting steel plates 2 of the same material and thickness *t* are selected, and the square steel tubes 1 are welded together to form a steel tube array. To ensure the flatness and uniformity of the composite shear wall, the connecting steel plates 2 are processed according to requirements such as weld bevel angle and weld size, ensuring that the welded enclosed inner cavity is identical to the inner cavity of the square steel tube 1 (i.e., each inner cavity is a square with a side length of *b* - 2t). Concrete 3 is then poured into each inner cavity to form the steel-tube concrete composite shear wall.

[0023] like Figure 2 As shown, to improve the load-bearing performance and appropriately increase the ductility of the shear wall, structural edge components called "hidden columns" are installed at both ends of the wall and on both sides of the wall opening within a diagonal range. The thickness t2 of the square steel pipe 1 and connecting steel plate 2 within this range is appropriately increased compared to the thickness t1 of the square steel pipe 1 and connecting steel plate 2 in the adjacent ordinary wall section. Correspondingly, the internal cavity dimension within this range is a square with a side length of b - 2t2; while the internal cavity dimension of the ordinary wall section is a square with a side length of b - 2t1.

[0024] like Figure 3As shown, to improve the load-bearing performance and appropriately increase the ductility of the shear wall, structural edge members "wing columns" are installed at the corners of the wall ends within a diagonal range. The thickness t2 of the square steel pipe 1 and connecting steel plate 2 within this range is appropriately increased compared to the thickness t1 of the square steel pipe 1 and connecting steel plate 2 in the adjacent ordinary wall section. Correspondingly, the internal cavity dimension within this range is a square with a side length of b - 2t2; while the internal cavity dimension of the ordinary wall section is a square with a side length of b - 2t1.

[0025] like Figure 4 As shown, to improve the stress performance and ductility of the shear wall, structural edge members called "end columns" are installed within the inclined range at the end of the wall. The thickness t2 of the square steel pipe 1 and connecting steel plate 2 within this range is appropriately thicker than the thickness t1 of the square steel pipe 1 and connecting steel plate 2 in the adjacent ordinary wall section. Correspondingly, the inner cavity dimension within this range is a square with a side length of b - 2t2; while the inner cavity dimension of the ordinary wall section is a square with a side length of b - 2t1.

[0026] like Figure 5 As shown, to improve the stress performance, bearing capacity, and ductility of the shear wall, within the inclined range of a typical "T-shaped" steel-concrete composite shear wall, constrained edge members are set according to the calculation and analysis results. The thickness t3 of the square steel tube 1 and connecting steel plate 2 within this range is thicker than the thickness t1 of the square steel tube 1 and connecting steel plate 2 in the adjacent ordinary wall section, according to the calculation and analysis results, and the thickness is not less than the thickness t2 of the aforementioned structural edge members, i.e.: t 3≥ t2. Correspondingly, the internal cavity dimensions within this range are squares with side length = b - 2t3; while the internal cavity dimensions of ordinary wall sections are squares with side length = b - 2t1.

[0027] like Figure 6 As shown, to improve the stress performance, bearing capacity, and ductility of the shear wall, within the inclined range of a typical "I-shaped" steel-concrete composite shear wall, constrained edge members are set according to the calculation and analysis results. The thickness t3 of the square steel pipe 1 and connecting steel plate 2 within this range is thicker than the thickness t1 of the square steel pipe 1 and connecting steel plate 2 in the adjacent ordinary wall section, according to the calculation and analysis results, and the thickness is not less than the thickness t2 of the aforementioned structural edge members, i.e.: t 3≥ t2. Correspondingly, the internal cavity dimensions within this range are squares with side length = b - 2t3; while the internal cavity dimensions of ordinary wall sections are squares with side length = b - 2t1.

[0028] like Figure 7As shown, to improve the stress performance, bearing capacity, and ductility of the shear wall, within the inclined range of a typical "L-shaped" steel-concrete composite shear wall, constrained edge members are set according to the calculation and analysis results. The thickness t3 of the square steel tube 1 and connecting steel plate 2 within this range is increased compared to the thickness t1 of the square steel tube 1 and connecting steel plate 2 in the adjacent ordinary wall section, according to the calculation and analysis results, and the thickness is not less than the thickness t2 of the aforementioned structural edge members, i.e.: t 3≥ t2. Correspondingly, the internal cavity dimensions within this range are squares with side length = b - 2t3; while the internal cavity dimensions of ordinary wall sections are squares with side length = b - 2t1.

[0029] like Figure 8 As shown, to ensure a reliable connection between the beams (including frame beams, connecting beams, etc.) and the shear wall, at the connection point between the square steel tube 1 and the beam, a beam top main reinforcement connector 7 is welded to the top main reinforcement 6; and a beam bottom main reinforcement connector 9 is welded to the bottom main reinforcement 8, used to connect and anchor the main reinforcement inside the beam. To ensure that the internal force of the beam is reliably transmitted to the shear wall and to meet the structural design requirements, a substitute steel plate 4 is welded inside the square steel tube 1 at the positions corresponding to the beam top main reinforcement connector 7 and the beam bottom main reinforcement connector 9. Its function is twofold: on the one hand, to replace the main reinforcement in transmitting internal force, and on the other hand, to also act as a stiffening rib, improving the working performance of the shear wall at the floor (roof) position in bearing the internal force transmitted by the beam. To ensure the quality of the concrete pouring in the inner cavity, a pouring hole 5 is provided at the center of the equivalent steel plate 4. The diameter of this hole is determined according to the construction technical requirements for self-compacting high-strength concrete pouring. The thickness of the equivalent steel plate 4 is determined based on the cross-sectional area of ​​the main reinforcement bars in the beam, and the area weakened by the pouring hole 5 should be deducted (i.e., the width of the equivalent steel plate 4 b - 2t, minus the diameter of the pouring hole 5, multiplied by the thickness. The result is the effective cross-sectional area of ​​the equivalent steel plate 4; this effective cross-sectional area ≥ the cross-sectional area of ​​the main reinforcement bars in the beam). The area where the equivalent steel plate 4 is installed should cover the area where the seismic anchorage length of the main reinforcement bars in the beam is located.

[0030] In the description of this utility model, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this utility model and simplifying the description, and are not intended to indicate or imply that the device or component referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this utility model.

[0031] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this utility model, "a plurality of" means two or more, unless otherwise explicitly specified.

[0032] The above description is only a preferred embodiment of the present utility model and is not intended to limit the present utility model. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present utility model should be included within the protection scope of the present utility model.

Claims

1. A steel-tube reinforced concrete composite shear wall with significantly reduced wall thickness, characterized in that... :Including square steel pipe (1), connecting steel plate (2), concrete (3), etc.; The connecting steel plate (2) is welded to the square steel pipe (1) on both sides to form a square steel pipe; concrete (3) is poured inside to form a steel pipe concrete composite shear wall.

2. The steel-tube reinforced concrete composite shear wall with significantly reduced wall thickness according to claim 1, characterized in that... Based on the calculation and analysis results of lateral stiffness, axial compression ratio, shear compression ratio, bearing capacity, etc., the model of square steel pipe (1) is determined.

3. The steel-concrete composite shear wall with significantly reduced wall thickness according to claim 1, characterized in that... The thickness of the connecting steel plate (2) is the same as the wall thickness of the square steel pipe (1). The area of ​​the inner cavity enclosed by the welding of the connecting steel plate (2) and the square steel pipe (1) is completely consistent with the area of ​​the inner cavity of the square steel pipe (1).

4. The steel-concrete composite shear wall with significantly reduced wall thickness according to claim 1, characterized in that... According to the calculation and analysis results, constraint edge members are set at both ends of the wall and on both sides of the wall opening. Within the set range, the thickness of the square steel pipe (1) and the connecting steel plate (2) is increased according to the calculation and analysis results.

5. The steel-concrete composite shear wall with significantly reduced wall thickness according to claim 1, characterized in that... At both ends of the wall and on both sides of the wall opening, structural edge components are set. Within the set range, the thickness of the square steel pipe (1) and the connecting steel plate (2) is appropriately increased to improve the mechanical properties of the shear wall.

6. The steel-concrete composite shear wall with significantly reduced wall thickness according to claim 1, characterized in that... Weld the beam top main reinforcement connector and the beam bottom main reinforcement connector onto the square steel pipe (1), and connect them to the beam top main reinforcement and the beam bottom main reinforcement respectively, so as to fix the shear wall to the beam.

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