阅读说明：本技术 一种钢混组合结构框架-现浇混凝土剪力墙结构体系 (Steel-concrete composite structure frame-cast-in-place concrete shear wall structure system ) 是由 李�杰 于 2020-06-05 设计创作，主要内容包括：本发明公开了一种钢混组合结构框架-现浇混凝土剪力墙结构体系,包括型钢端柱和剪力墙身,剪力墙身由双层的水平分布筋和垂直分布筋均匀焊接并现浇混凝土而成,水平分布筋和垂直分布筋贯通混凝土墙身,并与设置在剪力墙身两侧边的型钢端柱的预留钢筋搭接；型钢端柱设置在剪力墙身的两侧兼做边缘构件,且剪力墙身浇筑在外墙段或者楼梯间段或者电梯间段。由于竖向构件中制作与施工成本较大的一般为剪力墙构件,如果能将现有的装配式结构剪力墙替换为现浇混凝土剪力墙,能有效控制建造成本,并且通过采用新型的预制钢混组合结构端柱的方式,让结构框架部分先行,同时端柱亦可充当现浇混凝土剪力墙的侧模,因此整体施工速度依旧符合装配式特点。(The invention discloses a steel-concrete composite structure frame-cast-in-place concrete shear wall structure system, which comprises profile steel end columns and a shear wall body, wherein the shear wall body is formed by uniformly welding and casting concrete on site by double layers of horizontal distribution ribs and vertical distribution ribs, and the horizontal distribution ribs and the vertical distribution ribs penetrate through the concrete wall body and are lapped with reserved steel bars of the profile steel end columns arranged on two side edges of the shear wall body; the profile steel end posts are arranged on two sides of the shear wall body and are used as edge members, and the shear wall body is poured on an outer wall section or a stair section or an elevator section. Because the great general shear force wall component that is of cost of construction and preparation among the vertical component, if can be with current assembled structure shear force wall replacement for cast in situ concrete shear force wall, can the effective control construction cost to through the mode that adopts neotype prefabricated steel and concrete integrated configuration end post, let the structure frame part in advance, the end post also can act as the side form of cast in situ concrete shear force wall simultaneously, therefore whole construction speed still accords with the assembled characteristics.)

1. A steel-concrete composite structure frame-cast-in-place concrete shear wall structure system is characterized by comprising a section steel end column (19) and a shear wall body (1), wherein the shear wall body (1) is formed by uniformly welding and cast-in-place concrete through double-layer horizontal distribution ribs (2) and vertical distribution ribs (3), the horizontal distribution ribs (2) and the vertical distribution ribs (3) penetrate through the concrete wall body and are in lap joint with reserved steel bars of the section steel end columns arranged on two side edges of the shear wall body (1); the profile steel end posts are arranged on two sides of the shear wall body (1) and are used as edge members, the shear wall body (1) is poured on an outer wall section or a stair section or an elevator section, and the profile steel end posts are H-shaped steel or box-shaped steel or channel steel; the steel section end post structure is characterized by further comprising end sealing plates (15), wherein the end sealing plates (15) are arranged at two ends of the steel section end post and used for connecting the steel section end post along the height direction of a building.

2. A steel-concrete composite structural frame-cast-in-place concrete shear wall structural system according to claim 1, wherein when the section steel end pillars are H-section steel, different node configurations exist when the strong or weak axis thereof faces the wall body, and the H-section steel includes a web (4) and flanges (5), and the flanges (5) are welded to both sides of the web (4).

3. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to claim 2, characterized in that when the strong axis of the H-shaped steel faces the shear wall body (1), two rows of reinforcement through holes (6) are formed in one side flange (5) close to the shear wall body (1), L-type tie bars (7) pass through the reinforcement through holes (6) and the bent sections thereof are welded to the inner side wall of the other side flange (5), a shear stud (8) is arranged in the middle of the one side flange (5), the extension end of the L-type tie bars (7) extends out of the flange (5) and is reserved with a beard bar (9) lapped with the horizontal distribution bar (2), and the extension end of the L-type tie bars (7) is welded to the reinforcement through holes (6).

4. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to claim 2, wherein when the weak axis of the H-shaped steel faces the shear wall body (1), a plurality of rows of reinforcement through holes (6) are uniformly formed in the two sides of the web (4) close to the flanges (5), U-shaped steel bars (10) penetrate through the reinforcement through holes (6) in the web (4) and are welded on the flanges (5) on the two sides, the extending ends of the U-shaped steel bars (10) extend out of the web (4) and reserve beard ribs (9) overlapped with the horizontal distribution ribs (2), and a row of shear studs (8) are arranged in the middle of the web (4).

5. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system as claimed in claim 1, wherein the section steel end posts are box section steel, two rows of L-type beard ribs (11) are arranged on the side wall of the box section steel close to the shear wall body (1), the bent sections of the L-type beard ribs (11) are welded on the side wall of the box section steel, the extending ends of the bent sections are overlapped with the horizontal distribution ribs (2), and shear resistant studs (8) are arranged in the middle positions of the two rows of L-type beard ribs (11).

6. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system as claimed in claim 1, wherein the section steel end columns are box-type steel, two ends of the horizontal distribution ribs (2) of the shear wall body (1) are bent, and the bent sections are welded on the side walls of the box-type steel.

7. The steel-concrete composite structural frame-cast-in-place concrete shear wall structural system according to claim 6, wherein a row of shear studs (8) is provided at a middle position of the side wall of the box-type steel.

8. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to any one of claims 3 to 5, wherein the L-type tie bars (7), the U-type steel bars (10) or the L-type beard bars (11) are arranged at the same intervals as the intervals of the horizontal distribution ribs (2) of the shear wall body (1), respectively, and the cross-sectional dimension of the H-shaped steel or the box-shaped steel is the same as the thickness dimension of the shear wall body (1).

9. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to claim 1, wherein the section steel end columns are connected with the shear wall body (1) through a shear-key perforated plate (13), the shear-key perforated plate (13) is embedded into the shear wall body (1), namely the shear-key perforated plate (13) is positioned between two rows of horizontal distribution ribs (2) during assembly, a plurality of reinforcement penetrating holes (6) are uniformly formed in the shear-key perforated plate (13), and reinforcement penetrating shear keys (14) are arranged in the reinforcement penetrating holes (6).

10. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system of claim 9, wherein the section steel end posts are H-shaped steel, and when the strong axis of the H-shaped steel faces the shear wall body (1), a plurality of straight tie bars (12) or L tie bars (7) are uniformly arranged in the cavities at two sides of the web plate (4) at intervals;

when the straight-line-shaped tie bars (12) are arranged, the straight-line-shaped tie bars (12) are welded between two flanges (5), two columns of L-shaped beard ribs (11) are arranged on one side flange (5) close to the shear wall body (1), the L-shaped beard ribs (11) are respectively in one-to-one lap joint with the horizontal distribution ribs (2), the reinforcement penetrating shear key hole plate (13) is arranged on the flange (5) in the middle of the two columns of L-shaped beard ribs (11), and the reinforcement penetrating shear keys (14) and the L-shaped beard ribs (11) are perpendicular to each other and do not interfere with each other;

when L type tie bars (7) are arranged, the L type tie bars (7) penetrate through the bar penetrating holes (6) in one side flange (5), the bent sections of the tie bars are welded on the inner side wall of the other side flange (5), the bar penetrating shear key hole plate (13) is arranged between the two rows of bar penetrating holes (6), and the bar penetrating shear keys (14) and the L type beards (11) are perpendicular to each other and do not interfere with each other.

Technical Field

The invention relates to a shear wall structure, in particular to a steel-concrete composite structure frame-cast-in-place concrete shear wall structure system, and belongs to the technical field of novel assembly type constructional engineering.

Background

At present, China is vigorously promoting the transformation of traditional buildings to industrialized buildings. In the traditional building, most of work needs to be finished on a construction site, and the problems of long construction period, serious environmental pollution, large stacking field, shortage of constructors and the like become barriers for inhibiting the progress of the building industry. Although the fabricated building has the advantage of a higher construction level, some considerable problems still exist, such as: the reliability of the vertical node of the PC structure and the cracking and water leakage of the steel and combined structure enclosure wall body are high, the manufacturing cost is high, the satisfaction degree of an owner and a user on the assembly type is poor, and a developer is difficult to select the assembly type structure actively under the promotion of policies.

Because the manufacturing and construction cost are great generally for the shear force wall component among the vertical component, if can replace current assembled structure shear force wall for cast in situ concrete shear force wall, can the effective control construction cost, the purpose of this patent aims at providing one kind and can effectively save construction cost, accords with the technical scheme of assembled characteristics again.

Disclosure of Invention

The invention aims to provide a steel-concrete composite structure frame-cast-in-place concrete shear wall structure system, which can effectively control the construction cost, can meet the characteristics of assembly construction and can achieve the same advanced level in both product quality and practicability.

In order to achieve the purpose, the technical scheme adopted by the invention is that the steel-concrete composite structure frame-cast-in-place concrete shear wall structure system comprises profile steel end columns and a shear wall body, wherein the shear wall body is formed by uniformly welding and casting concrete on site by double layers of horizontal distribution ribs and vertical distribution ribs, and the horizontal distribution ribs and the vertical distribution ribs penetrate through the concrete wall body and are lapped with reserved steel bars of the profile steel end columns arranged on two side edges of the shear wall body; the profile steel end columns are arranged on two sides of the shear wall body and are also used as edge members, the shear wall body is poured on an outer wall section or a stair section or an elevator section, and the profile steel end columns are H-shaped steel or box-shaped steel or channel steel; the steel section end post structure is characterized by further comprising end sealing plates, wherein the end sealing plates are arranged at two ends of the steel section end posts and used for connecting the steel section end posts along the height direction of a building.

The medium-sized steel end post in this patent can use H shaped steel or box section steel or channel-section steel according to concrete building use needs and the alternative use.

Because the section steel end post is prefabricated, the concrete in cavities at two sides of the H steel is processed and distributed well in a factory, and is poured in advance, then the H steel is transported to a site for installation, and then the wall body is poured by tying up the wall body reinforcing steel bar formwork. When the end post is installed, when the end post is spliced one section by one section along the building height direction, the joint is required to be connected between the sections, the conventional vertical bolt welding connection of the steel structure is realized in the joint, and the steel structure is different from the conventional vertical bolt welding connection, namely, the template is required to be clamped after the bolt welding connection to pour the joint. Otherwise, the column body has concrete, the node has no concrete pure steel, and the node is too weak. Therefore, in this patent, the head board is the reinforcement measure of construction measure plus node, and the main effect is: the reinforcing and stiffening function of the lateral formworks and the nodes is realized during the prefabricated pouring.

Preferably, when the section steel end post is H-section steel, different node structures exist when the strong axis or the weak axis of the section steel end post faces the wall body, and the H-section steel comprises a web and flanges, and the flanges are welded on two sides of the web.

Preferably, when the strong axis of the H-shaped steel faces the shear wall body, two rows of reinforcement penetrating holes are formed in one side flange close to the shear wall body, L-type tie bars penetrate through the reinforcement penetrating holes and the bending sections of the L-type tie bars are welded to the inner side wall of the other side flange, a shear-resistant stud is arranged in the middle of the one side flange, the extending end of the L-type tie bar extends out of the flange and reserves a beard rib lapped with the horizontal distribution rib, and the extending end of the L-type tie bar is in welded connection with the reinforcement penetrating holes.

The end post of the H-shaped steel can be precast concrete in a factory, namely precast concrete in cavities at two sides of the H-shaped steel, and can also be cast in situ together with the shear wall body after the steel bars are lapped.

Preferably, when the weak axis of the H-shaped steel faces the shear wall body, a plurality of rows of reinforcement penetrating holes are uniformly formed in the two sides, close to the flanges, of the web plate of the H-shaped steel respectively, the U-shaped steel penetrates through the reinforcement penetrating holes in the web plate and is welded on the flanges on the two sides, the extending end of the U-shaped steel extends out of the web plate and reserves the beard ribs in lap joint with the horizontal distribution ribs, and a row of shear-resistant studs are arranged in the middle of the web plate.

When the weak axis of the H-shaped steel faces the shear wall body, the concrete is prefabricated in the cavity on the side far away from the shear wall body, and the concrete can also be cast in situ in the cavity on the side far away from the shear wall body after the reinforcing steel bars are lapped.

Preferably, the section steel end post is box-shaped steel, two rows of L-type beard ribs are arranged on the side wall, close to the shear wall body, of the box-shaped steel, the bending section of the L-type beard rib is welded on the side wall of the box-shaped steel, the extending end of the bending section of the L-type beard rib is in lap joint with the horizontal distribution rib, and a shear-resistant stud is arranged in the middle of the two rows of L-type beard ribs.

Preferably, the section steel end post is box steel, the two ends of the horizontal distribution rib of the shear wall body are bent, and the bent sections of the section steel are welded on the side wall of the box steel.

Preferably, a row of shear pins is provided at a middle position of the side wall of the box-type steel.

Preferably, the arrangement intervals of the L-type tie bars or the U-type steel bars or the L-type beard bars are respectively the same as the intervals of the horizontal distribution ribs of the shear wall body, and the section size of the H-shaped steel or the box-shaped steel is the same as the thickness size of the shear wall body.

As preferred, be connected through wearing muscle shear key trompil board between shaped steel end post and the shear force wall body, wear muscle shear key trompil board embedding shear force wall body, wear muscle shear key trompil board promptly when the assembly and be located in the middle of two rows of horizontal distribution muscle, wear even being provided with on the muscle shear key trompil board a plurality of muscle holes of wearing, wear to be provided with in the muscle hole and wear the muscle shear key.

Preferably, the section steel end post is H-shaped steel, and when the strong axis of the H-shaped steel faces the shear wall body, a plurality of straight-shaped tie bars or L-shaped tie bars are uniformly arranged in the cavities at the two sides of the web plate at intervals;

when the straight-shaped tie bars are arranged, the straight-shaped tie bars are welded between two flanges, two rows of L type beard ribs are arranged on one side flange close to the shear wall body, and the L type beard ribs are respectively in one-to-one lap joint with the horizontal distribution ribs;

when L type tie bars are arranged, the L type tie bars penetrate through the bar penetrating holes in one side flange, the bent sections of the tie bars are welded on the inner side wall of the other side flange, the bar penetrating shear key perforated plate is arranged between the two rows of bar penetrating holes, and the bar penetrating shear keys and the L type beards are perpendicular to each other and do not interfere with each other.

In this patent, wear muscle shear connector has multiple mode of setting up, can adopt and directly set up the shear bolt nail on the edge of a wing of shaped steel end post, also can set up and wear muscle shear key trompil board, it is provided with on the shear key trompil board to wear the muscle shear key.

Alternatively, in this patent, the tendon-penetrating shear connector is preferably provided with a tendon-penetrating shear key on the tendon-penetrating shear key perforated plate, and the tendon-penetrating shear key may be a bolt/a hydrant/a nail or the like welded on steel and fixed into the concrete wall. The benefits of this arrangement are: when the steel section end column and the concrete shear wall body are poured, if no shear key (a steel bar penetrating shear key or a shear stud) exists, the shear wall body is pushed laterally when an earthquake or wind comes, because the steel surface is smooth, although the concrete is stuck after solidification, the bonding force is not enough to resist the strong interfacial force of slippage. A structural member is required to be fixed between the two and driven into the interior of the shear wall body, so that it can sufficiently resist the strong impact force of an earthquake or strong wind, and thus the building structure is strong.

When the novel perforated plate with the reinforcement-penetrating shear key is selected to be used, the tie bars and the beard bars are arranged in different forms, for example, a straight tie bar is welded between flanges of H-shaped steel, then L-shaped beard bars are arranged on the flanges close to horizontal distribution bars, and the L-shaped beard bars are in lap joint with the horizontal distribution bars, and certainly, the form of L-shaped tie bars can be directly adopted, and when L-shaped tie bars are selected, the tie bars are equivalent to two-in-one combination of L-shaped beard bars and straight tie bars, so that welding amount is reduced by one time, and workload and cost are greatly saved during actual building construction.

The invention has the beneficial effects that: because the great general shear force wall component that is of cost of construction and preparation among the vertical component, if can be with current assembled structure shear force wall replacement for cast in situ concrete shear force wall, can the effective control construction cost to through the mode that adopts neotype prefabricated steel and concrete integrated configuration end post, let the structure frame part in advance, the end post also can act as the side form of cast in situ concrete shear force wall simultaneously, therefore whole construction speed still accords with the assembled characteristics. Simultaneously, cooperation cast in situ concrete floor or floor carrier plate will have very big quality and cost competitiveness in all kinds of assembled structural style. The structure and construction all-dimensional assembly type building solution suitable for the assembly type frame shear wall structure of the multi-story and high-rise building can solve the problem of assembly type building popularization at present.

Drawings

In order to more clearly illustrate the technical solution of the present invention, the drawings used in the description of the embodiment or the prior art will be briefly described below.

FIG. 1 is a schematic structural view of an H-shaped steel of the present invention;

FIG. 2 is a schematic view of the assembly of an H-section steel tie bar;

FIG. 3 is an assembly view of an H-section steel tie bar;

FIG. 4 is a schematic diagram of a prefabricated structure of H-shaped steel;

FIG. 5 is a schematic view of the assembly of the H-shaped steel and the shear wall body;

FIG. 6 is a schematic structural view of another embodiment of an H-shaped steel according to the present invention;

FIG. 7 is an assembled view of FIG. 6;

FIG. 8 is an assembled view of FIG. 6;

FIG. 9 is a schematic view of the prefabricated construction of FIG. 7;

FIG. 10 is a schematic view showing the assembly of another embodiment of the H-shaped steel of the present invention;

FIG. 11 is a schematic view showing the assembly of another embodiment of the H-shaped steel of the present invention;

FIG. 12 is a schematic view of an assembly structure of the box-shaped steel and the shear wall body according to the invention;

FIG. 13 is a schematic view of another assembly structure of the box-type steel and the shear wall body according to the invention;

FIG. 14 is a schematic view of the assembled structure of FIG. 13;

FIG. 15 is a schematic view of another assembly structure of the box section steel and the shear wall body;

FIG. 16 is a schematic structural view of an H-shaped steel and a shear connector;

FIG. 17 is a schematic structural view of a cross-bar shear key aperture plate;

FIG. 18 is a schematic structural view of another embodiment of the H-shaped steel and the shear connector;

FIG. 19 is a schematic view of the prefabricated construction of FIG. 18;

FIG. 20 is a schematic plan view of a shear wall structural system according to the present invention in use;

in the drawing, 1, a shear wall body, 2, horizontal distribution ribs, 3, vertical distribution ribs, 4, a web plate, 5, a flange, 6, a rib penetrating hole, 7, L-type tie bars, 8, shear resistant studs, 9, beard ribs, 10, U-shaped steel bars, 11, L-type beard ribs, 12, I-shaped tie bars, 13, a rib penetrating shear resistant key perforated plate, 14, a rib penetrating shear resistant key, 15, a head plate, 16, concrete, 17, a steel main beam, 18, a steel secondary beam, 19, a steel section end column, 20, an elevator room, 21, a staircase room and 22, and an outer wall.

Detailed Description

In order to make those skilled in the art better understand the technical solutions in the present application, the technical solutions in the present application will be clearly and completely described below with reference to the embodiments.

The invention discloses a steel-concrete composite structure frame-cast-in-place concrete shear wall structure system, which comprises a section steel end post and a shear wall body 1, wherein the shear wall body 1 is formed by uniformly welding and casting concrete on site by double-layer horizontal distribution ribs 2 and vertical distribution ribs 3, and the horizontal distribution ribs 2 and the vertical distribution ribs 3 penetrate through the concrete wall body and are lapped with reserved steel bars of the section steel end post arranged on two side edges of the shear wall body 1; the section steel end posts are arranged on two sides of the shear wall body 1 and are also used as edge members, the shear wall body 1 is poured on an outer wall section or a stair section or an elevator section, and the section steel end posts are H-shaped steel or box-shaped steel or channel steel; the steel section end post structure is characterized by further comprising end sealing plates 15, wherein the end sealing plates 15 are arranged at two ends of the steel section end posts and used for connecting the steel section end posts along the height direction of a building.

Wherein, the reference number 17, the steel main beam, 18, the steel secondary beam, 19, the section steel end post, 20, the elevator room, 21, the staircase room, 22, the outer wall are all shown schematically in the main structure of fig. 20.