CN117328578A

CN117328578A - Steel-concrete combined connection prefabricated multilayer multi-ribbed composite wall and connection method thereof

Info

Publication number: CN117328578A
Application number: CN202311396458.9A
Authority: CN
Inventors: 胡义; 钱元弟; 龚超; 丁云霄; 赵木子; 金仁才; 王芳君; 杨岩
Original assignee: China MCC17 Group Co Ltd
Current assignee: China MCC17 Group Co Ltd
Priority date: 2023-10-25
Filing date: 2023-10-25
Publication date: 2024-01-02

Abstract

The invention discloses a prefabricated multi-layer multi-ribbed composite wall connected by steel-concrete combination and a connecting method thereof, belonging to the technical field of assembled buildings. The invention comprises a wall body and a horizontal splicing node for connecting the wall body in the horizontal direction, wherein the horizontal splicing node comprises T-shaped steel and a splicing cover plate, the T-shaped steel is pre-buried at the end part of the wall body through a web plate of the T-shaped steel, a slot hole for a connecting bolt to pass through is formed in a flange of the T-shaped steel, the flanges of the T-shaped steel on adjacent wall bodies are spliced and installed through the splicing cover plate after being aligned, and concrete is poured later. According to the invention, the T-shaped steel with the slotted holes is embedded at the end part of the wall body, then splicing and mounting are carried out on site, and concrete is poured later, so that a combined H-shaped steel concrete member can be formed at the joint between the multi-ribbed shear walls, and the joint has higher rigidity and energy consumption capability, and meanwhile, the site wet operation can be effectively reduced, and the site efficient mounting is realized.

Description

Steel-concrete combined connection prefabricated multilayer multi-ribbed composite wall and connection method thereof

Technical Field

The invention belongs to the technical field of assembled buildings, and particularly relates to a prefabricated multi-layer multi-ribbed composite wall connected by steel-concrete combination and a connecting method thereof.

Background

The shear wall is also called wind-resistant wall or anti-seismic wall and structural wall. Shear walls are walls in houses or structures that are primarily subjected to horizontal and vertical loads (gravity) caused by wind loads or seismic action, which prevent structural shear failure. The existing shear wall is generally made of reinforced concrete, and aims to replace beam columns in a frame structure by reinforced concrete wallboards so as to bear internal forces caused by various loads and effectively control horizontal forces of the structure. At present, shear walls are widely applied to high-rise houses to ensure the safety of buildings.

At present, the horizontal connection mode of the precast reinforced concrete shear wall is mainly a mode of connecting by pre-embedding steel bar grouting sleeves or pre-embedding annular steel bars and post-casting concrete. However, the actual stressed part of the multi-ribbed shear wall is a concrete/steel rib, so that the cross section size is small, and the traditional connection mode cannot be directly used.

Through searching, the application with the Chinese patent publication number of CN 217105672U discloses a novel horizontal node connecting structure of an assembled shear wall. In this application, the junction of left side prefabricated close rib composite wall keeps being connected with right side prefabricated close rib composite wall through two H shaped steel, the upside of left side prefabricated close rib composite wall is equipped with one and runs through the embedded bar of taking the rib entirely first, the downside both ends of left side prefabricated close rib composite wall all are equipped with preformed hole first, the upside of right side prefabricated close rib composite wall is equipped with one and runs through the embedded bar of taking the rib entirely second, the downside both ends of right side prefabricated close rib composite wall all are equipped with preformed hole second. This application, while capable of increasing the rigidity at the node, requires further improvement in the energy consumption performance at the connection node.

Disclosure of Invention

1. Problems to be solved

Aiming at least some problems in the prior art, the invention provides a prefabricated multi-layer multi-ribbed composite wall connected by steel-concrete combination and a connecting method thereof, and aims to provide an expansion connection mode in the horizontal plane of the prefabricated multi-layer multi-ribbed shear wall, which has excellent mechanical properties and is simple to connect.

2. Technical proposal

In order to solve the problems, the technical scheme adopted by the invention is as follows:

the invention discloses a prefabricated multi-layer multi-ribbed composite wall connected by steel-concrete combination, which comprises a wall body and horizontal splicing nodes for connecting the wall body in the horizontal direction, wherein the horizontal splicing nodes comprise T-shaped steel and splicing cover plates, the T-shaped steel is pre-buried at the end part of the wall body through web plates, slotted holes for connecting bolts to pass through are formed in flanges of the T-shaped steel, splicing installation is carried out through the splicing cover plates after the flanges of the T-shaped steel on adjacent wall bodies are aligned, and concrete is poured later.

Further, pegs are arranged on two sides of the web plate of the T-shaped steel, and a first steel reinforcement framework is arranged in a pouring area formed between the two T-shaped steels.

Further, the wall body is connected in the vertical direction through vertical splicing nodes, and the vertical splicing nodes comprise corrugated pipes embedded in the wall body and second reinforcement cages positioned in the corrugated pipes; and (3) pouring concrete into the corrugated pipe, so as to finish the connection between the upper wall body and the lower wall body.

Further, the first steel reinforcement framework and the second steel reinforcement framework both comprise stirrups and longitudinal steel bars, wherein the outer sides of the stirrups of the second steel reinforcement framework are provided with connecting reinforcing pieces.

Further, the connecting reinforcements are arranged in a range not smaller than 300mm away from the vertical splicing node, and the adjacent connecting reinforcements are spaced by 200mm.

Further, the connection reinforcing member is a steel bar, and the minimum side length of the steel bar is not more than 0.4 times of the interval between the longitudinal steel bar and the inner wall of the corrugated pipe.

Further, the diameter of the longitudinal steel bars of the second steel bar framework is not more than 22mm, and the diameter of the stirrups is not less than 10mm.

Further, the wall body and the foundation bearing platform are connected through corner splicing nodes, wherein the corner splicing nodes comprise connecting section steel pre-embedded at the bottom of the wall body and foundation bolts pre-embedded in the foundation bearing platform; the connecting section steel is connected with the foundation bolts through the bottom plate at the bottom of the connecting section steel.

Further, the outer peripheral wall of the connecting section steel is provided with pegs, and stiffening ribs are arranged between the connecting section steel and the bottom plate.

The invention also provides a connecting method of the prefabricated multi-layer multi-ribbed composite wall connected by the steel-concrete combination, which comprises the following steps,

s1, hoisting a bottom wall to a preset position, and connecting foundation bolts in a foundation bearing platform;

s2, aligning T-shaped steel on adjacent walls, connecting the T-shaped steel with a spliced cover plate, and forming a combined H-shaped steel member at a horizontal node;

s3, casting concrete at the corner joints and concrete at the horizontal joints, so that pre-buried rigid footings are formed at the footings, and combined H-shaped steel concrete connecting joints are formed at the horizontal expansion parts of the wall body;

s4, hoisting the second layer of wallboard after the construction of the first layer of wallboard is finished;

s5, after the wallboard is hoisted in place, a second reinforcement cage is inserted into the embedded corrugated pipe and concrete is poured into the embedded corrugated pipe, and after pouring is finished, the reinforcement cage is required to be higher than the top surface of the second layer of wallboard;

s6, sequentially connecting the horizontal wall body and the vertical wall body of the subsequent standard layer.

3. Advantageous effects

Compared with the prior art, the invention has the beneficial effects that:

(1) According to the prefabricated multi-layer multi-ribbed composite wall connected by steel-concrete combination, the T-shaped steel with the slotted holes is embedded at the end part of the wall body, then splicing and installation are carried out on site, and concrete is poured later, so that a combined H-shaped steel concrete member can be formed at a joint between multi-ribbed shear walls, and the joint has higher rigidity and energy consumption capability, and meanwhile, the site wet operation can be effectively reduced, and the site efficient installation is realized. In addition, the slot hole slides the node to consume energy in a friction way, so that the energy consumption performance at the node can be further improved.

(2) According to the prefabricated multi-layer multi-ribbed composite wall connected by the steel-concrete combination, the corrugated pipes are pre-buried in the middle parts of the ribs of the multi-ribbed wall, the special reinforcement cage is inserted in the site, and concrete is poured later, so that corrugated pipe reinforced concrete superposed column members can be formed in the shear wall nodes and the wall body, lateral constraint is provided by the corrugated pipes and the reinforced concrete outside, the mechanical property of the vertical splicing nodes is improved, and the shear wall vertical splicing nodes and the wall body have good energy consumption capability.

(3) According to the prefabricated multi-layer multi-ribbed composite wall connected by the steel-concrete combination, the connecting section steel is embedded in the bottom of the multi-ribbed wall, the foundation bolts are embedded in the foundation bearing platform, the connecting section steel is mechanically connected with the foundation bolts during on-site connection, the structure of the connection position is optimized, the traditional steel bar binding lap joint is replaced by the mechanical connection between the foundation bolts and the connecting section steel, and the efficient on-site installation of the prefabricated multi-layer multi-ribbed shear wall and the foundation bearing platform is realized; meanwhile, the node integrity and the strength thereof are further ensured by a post-pouring concrete mode.

Drawings

FIG. 1 is a schematic view of a structure of a horizontal splice node according to the present invention;

FIG. 2 is an enlarged schematic view of the present invention at the horizontal splice node of the "in-line";

FIG. 3 is an enlarged schematic view of the present invention at the "L-shaped" horizontal splice node;

FIG. 4 is an enlarged schematic view of the present invention at a "T-shaped" horizontal splice node;

FIG. 5 is an enlarged schematic view of the structure at the vertical splice node in the present invention;

fig. 6 is a schematic structural view of a second reinforcement cage according to the present invention;

FIG. 7 is a schematic view of the structure of the corner of the wall of the present invention;

FIG. 8 is a schematic view of the structure of the invention after pouring at the corner;

FIG. 9 is an enlarged partial schematic view of FIG. 8;

FIG. 10 is a schematic view of the structure of the connecting section steel of the present invention;

FIG. 11 is a top view of the connecting section steel of the present invention;

FIG. 12 is a schematic view of the longitudinal shear distribution at a horizontal splice node under a horizontal seismic load;

FIG. 13 is a schematic diagram of the friction hysteresis energy consumption at the horizontal splice joint of the present invention;

FIG. 14 is a graph of the hysteresis curve of the friction energy consumption at a horizontal splice joint in accordance with the present invention.

In the figure: 1. a wall body; 2. horizontally splicing the nodes; 21. t-shaped steel; 22. splicing cover plates; 23. a connecting bolt; 24. a slot hole; 25. a first reinforcement cage;

3. vertical splicing nodes; 31. a bellows; 32. a second reinforcement cage; 321. stirrups; 322. longitudinal steel bars; 323. a connection reinforcement;

4. wall corner splicing nodes; 41. connecting section steel; 42. an anchor bolt; 43. a bottom plate; 44. stiffening ribs;

5. a peg; 6. and a base bearing platform.

Detailed Description

The invention aims to provide a node connection mode of the horizontal, vertical and corner positions of the prefabricated multilayer multi-ribbed composite wall, so that bidirectional expansion can be realized, and the flexibility of the arrangement of the shear wall is improved; meanwhile, field welding is avoided, field wet operation is reduced, and field efficient installation is realized. In addition, the energy consumption capability of the multi-ribbed wall can be enhanced, so that the multi-ribbed wall is expected to be applied to high-rise buildings.

The invention is further described below in connection with specific embodiments.

Example 1

The embodiment is used as an implementation mode of the horizontal splicing node of the prefabricated multilayer multi-ribbed composite wall. Firstly, it should be noted that the node may be formed into different cross sections according to actual requirements, and three common cross section forms are listed below, and are shown in fig. 2, 3 and 4, namely, a "straight" connection node, an "L" connection node and a "T" connection node. For convenience of description, the specific structure of the connection node and its connection mode are described in detail in this embodiment.

Referring to fig. 1 and 2, the horizontal splicing node 2 includes a T-section steel 21 and a splicing cover 22. The T-shaped steel 21 is pre-buried at the end part of the wall body 1 through a web plate, and a slotted hole 24 for a connecting bolt 23 to pass through is formed in the flange of the T-shaped steel 21.

During assembly, the wing plates of the T-shaped steel 21 on the adjacent wall body 1 are aligned, then the two wing plates are connected by using the connecting bolts 23 and the splicing cover plate 22, concrete is poured later, horizontal expansion of the wall body 1 is completed, and a combined H-shaped steel concrete member is formed at the joint. Preferably, the connecting bolt 23 is a high-strength bolt.

In order to prevent the post-cast concrete from cracking seriously under the action of earthquake load, the whole bearing capacity and durability of the component are affected. The first reinforcement cage 25 is required to be configured in the concrete pouring area, the concrete structure of the reinforcement cage is in the prior art, and the size and the stirrup spacing are executed according to the national specification, which is not described herein again.

Meanwhile, shear-resistant studs 5 are required to be arranged between T-shaped steel and dense rib walls at two sides of the combined H-shaped steel concrete combined node and post-cast concrete, the requirements of complete shear-resistant connection are required to be met for connection between the studs 5 and the concrete, and cooperative work between the steel and the concrete is ensured.

In the prefabricated multi-layer multi-ribbed composite wall with steel-concrete combined connection in the embodiment, when the multi-ribbed shear wall is manufactured, the size and the spacing of the slotted holes 24 can be designed according to the requirement of complete shearing connection, namely the shearing bearing capacity of the bolts is higher than the tensile/compression bearing capacity of the unilateral T-shaped steel components. The longitudinal shear distribution of the joint of the combined H-steel under the action of horizontal earthquake load can be referred to as fig. 12.

The node can be slipped through the slot 24 to rub the node for energy consumption in rare earthquakes, thereby having better energy consumption capability. Referring to fig. 13 and 14, it can be seen that the structure of connecting the plurality of slots 24 at the connecting node of the T-shaped steel 21 exhibits a certain energy consumption capability. When the slots 24 are used for connection, the lateral rigidity of the whole wall 1 may be small, and the outside concrete may crack due to uncoordinated deformation under wind load or frequent earthquake. At this time, the stress in the concrete can be released to a certain extent by adopting a mode of not arranging the connecting pin 5 or arranging the pin 5. In addition, to avoid cracking of the outside concrete material, a partition plate, such as an ALC plate, an aerated concrete block, etc., may be provided only outside the nodes.

The prefabricated multi-layer multi-ribbed composite wall with the steel-concrete combined connection can form a combined H-shaped steel concrete member at the joint between multi-ribbed shear walls by embedding the T-shaped steel 21 with the slotted holes 24 at the end part of the wall body 1, then splicing and installing the T-shaped steel in site and post-casting concrete. The node has higher rigidity and obvious energy consumption capability, and the shear wall is in an elastic stage under the condition of most earthquakes, so that the interlayer displacement of the structure is limited; under the rare earthquake action, the energy consumption of the H-shaped steel member is mainly dependent on the core combination, thereby meeting the requirement of 'large earthquake not falling' in the current standard.

Example 2

Most of the vertical connection modes of the existing shear wall adopt embedded steel bar grouting sleeves and are spliced and grouted on site, but the problems that the positions of steel bars and the sleeves are deviated or the grouting is not compact when the mode is installed on site, so that the strength of the connection position is low, and the like are easily caused. In view of this problem, on the basis of the above embodiment, this embodiment provides a prefabricated multilayer multi-ribbed composite wall vertical splice node 3.

Specifically, as shown in fig. 5, the vertical splicing node 3 includes a corrugated pipe 31 embedded in the wall 1, and a second reinforcement cage 32 located in the corrugated pipe 31; the connection between the upper and lower walls 1 is completed by pouring concrete into the bellows 31.

As shown in fig. 6, the second reinforcement cage 32 includes a stirrup 321 and a longitudinal reinforcement 322, wherein a connection reinforcement 323 is provided on the outer side of the stirrup 321 of the second reinforcement cage 32.

According to the analysis result of the model, obvious pinching can appear on the hysteresis curve when the diameter of the steel bar exceeds 22mm, and the energy consumption capacity of the node is obviously reduced, so that the diameter of the longitudinal steel bar 322 is recommended not to be larger than 22mm, and the energy consumption capacity of the connecting node is ensured. Meanwhile, in combination with the diameter limitation of the corrugated pipe 31 (about 100 mm), the longitudinal steel bars 322 are preferably phi 14-phi 16 steel bars, and if the diameter is too large, the inner space and the outer space of the steel bar cage are narrow, so that concrete pouring is inconvenient.

The stirrup 321 can also be deformed by bending to enhance the interaction between the reinforcing steel bar and the corrugated pipe, so that a stirrup with a large diameter is preferably selected, and the diameter of the stirrup is recommended to be not smaller than phi 10.

In addition, the connection reinforcing members 323 are provided every about 200mm within a range not less than 300mm from the connection node, and the connection reinforcing members 323 and the stirrups 321 may be connected by welding. This is because the width of the concrete rib is normally around 250mm, and the height of the affected area of the local stress at the connection node is equal to the width of the section, that is, around 250mm, according to the san france principle. To enhance performance in the node area, the reinforcement should not be provided in a range of less than 250mm, but is increased to 300mm in consideration of adverse factors such as construction quality. Meanwhile, the anchoring force of the reinforcing pieces is transmitted in an inclined mode at 45 degrees, the vertical influence range is about 200mm, and therefore the reinforcing pieces are arranged at intervals of 200mm.

Preferably, the connection reinforcing member 323 is a small steel bar, and the minimum side length of the steel bar is not more than 0.4 times of the distance between the longitudinal steel bar 322 and the inner wall of the corrugated pipe 31, so as to reduce the stress near the steel bar and reduce the damage of concrete under the action of reciprocating load.

In the prefabricated multi-layer multi-ribbed composite wall connected by the steel-concrete combination in the embodiment, the corrugated pipe 31 needs to be pre-embedded into the concrete ribs in advance, and the distance between the outer edge of the corrugated pipe 31 and the steel bars in the ribs is not suitable to be less than 1.3 times of the maximum grain diameter of the poured concrete aggregate; meanwhile, fine stone concrete with aggregate nominal grain diameter not exceeding 16mm is preferably adopted for concrete poured in the corrugated pipe 31, so that the concrete pouring quality is ensured. And the label of post-cast concrete in the corrugated pipe 31 is preferably higher than that of the concrete of the prefabricated multi-ribbed shear wall so as to ensure the strength of the joint, and the bearing capacity of the joint part of the formed corrugated pipe superposed column meets the standard requirement.

In the prefabricated multi-layer multi-ribbed composite wall connected by the steel-concrete combination in the embodiment, the corrugated pipe 31 and the reinforced concrete rib on the outer side are processed and poured in a factory, and reliable connection can be completed only by inserting a special reinforced cage and pouring concrete on the site. The bellows 31 contributes less to axial resistance due to its lower longitudinal stiffness. According to the Von-Mises yield criterion, the vertical stress is smaller and the constraint stress is larger in the limit state. Therefore, the composite material has remarkable enhancement effect on the mechanical properties of the wall body and the nodes. Because the wall of the corrugated tube 31 is generally thinner, the corrugated tube 31 is easy to collide and cause local buckling during transportation, and the reinforced concrete ribs on the outer side can provide an effective support for the corrugated tube 31, so that the corrugated tube is convenient to transport and can work together with the rest ribs. Therefore, the steel bars of the steel bar framework outside the corrugated pipe 31 can be small-sized steel bars, and only the supporting and positioning functions of the core corrugated pipe in the transportation and installation process are needed. The reinforced concrete part of the core corrugated pipe is mainly used for bearing vertical load and earthquake energy consumption, and according to the existing research, the section steel content of the corrugated pipe 31 is not suitable to be lower than 1%, and the reinforcement ratio of the reinforced concrete in the core reinforced concrete of the corrugated pipe 31 is not suitable to be lower than 1%.

Compared with the traditional corrugated steel pipe sleeve connection, the connection mode adopted by the embodiment only needs to arrange one corrugated pipe 31 on the same longitudinal rib of the shear wall. The corrugated pipe 31 has larger diameter, is convenient to insert into the second reinforcement cage 32, has lower requirement on precision, and is convenient for construction; in addition, the special reinforcement cage is adopted to enhance the performance of the vertical connection node of the shear wall, and the vertical connection node can work cooperatively with the corrugated pipe 31, so that the anti-seismic performance is good.

Example 3

The method for manufacturing the wall foot node of the traditional shear wall comprises the following steps: firstly, extending wall steel bars into a foundation bearing platform, binding the wall steel bars with a bearing platform steel bar cage, and finally pouring concrete of the shear wall and the foundation bearing platform to form stable connection. However, for prefabricated multi-layer multi-ribbed shear walls, the current practice of cast-in-place footing cannot be followed because of its factory prefabrication.

Therefore, on the basis of the above embodiment, the present embodiment provides a prefabricated multi-layer multi-ribbed shear wall corner splicing node 4 for completing stable and efficient connection between a wall 1 and a foundation pile cap 6.

Referring to fig. 7-11, the corner splice joint 4 includes a connecting section steel 41 and anchor bolts 42. The connection section steel 41 is embedded in the bottom of the wall body 1, the foundation bolts 42 are embedded in the foundation bearing platform 6, and the connection section steel 41 is connected with the foundation bolts 42 through a bottom plate 43 at the bottom of the connection section steel 41. Concrete is then poured to complete the connection between the wall 1 and the base platform 6. Of course, the bottom plate 43 needs to be provided with screw holes for the anchor bolts 42 to pass through.

The bending moment applied to the corner splicing joint 4 is larger, and the local stress at the joint of the bottom plate 43 and the section steel is higher. Therefore, the connection section steel 41 can be welded with the studs 5, and the connection part of the bottom plate 43 and the connection section steel 41 is provided with stiffening ribs 44 to form a rigid basement connection, thereby enhancing the performance. In addition, the strength label of the post-cast concrete should not be lower than that of the bearing platform concrete.

In the prefabricated multi-layer multi-ribbed composite wall connected by steel-concrete combination in the embodiment, foundation bolts 42 are required to be pre-embedded when a foundation pile cap 6 is poured, and the positions and the number of the bolts correspond to screw holes on a bottom plate 43. During field installation, the prefabricated multi-ribbed shear wall is hoisted to the corresponding position, and the foundation bolts 42 penetrate through the bottom plate 43 to be connected through mechanical connection; and then, pouring a concrete bottom plate to enable the connecting section steel 41 and the foundation pile cap 6 to form a whole, and enhancing the mechanical property of the node.

During prefabrication and installation, care should be taken that: 1) The screw holes on the bottom plate 43 can be large screw holes, and the diameter of the screw holes is about 5mm larger than the nominal diameter of the bolts so as to avoid the installation problem caused by construction errors; 2) The shear connectors (studs, channel steel or PBL shear connectors) are preset on the connecting section steel; 3) The foundation bolts 42 and the bottom plate 43 should meet the relevant regulations of the steel structural design standard GB 50017.

The prefabricated multi-layer multi-ribbed composite wall with steel-concrete combined connection is characterized in that a connection profile steel 41 is embedded in the bottom of the multi-ribbed wall, and foundation bolts 42 are embedded in a base bearing platform 6; the traditional reinforcement binding lap joint is replaced by mechanical connection between the foundation bolts 42 and the connection section steel 41, so that the structure of the connection part is optimized, and the efficient field installation of the prefabricated multilayer multi-ribbed shear wall and the foundation pile cap is realized; meanwhile, the node integrity and the strength thereof are further ensured by a post-pouring concrete mode.

The connection method of the prefabricated multi-layer multi-ribbed composite wall for steel-concrete combination connection in the embodiment comprises the following steps:

s1, hoisting a bottom wall body 1 to a preset position and connecting bearing platform foundation bolts 42;

s2, connecting the edge T-shaped steel member with an adjacent wall body, and forming a combined H-shaped steel member at a node;

s3, pouring bottom plate concrete and concrete at the joints, forming embedded rigid footings at the footings, and forming combined H-shaped steel concrete connecting joints at the horizontal expansion parts of the wall body;

s4, hoisting a second layer of wallboard after the construction of the first layer of wallboard (the actual natural floor varies according to the design requirement, generally 2-3 layers) is finished;

s5, after the wallboard is hoisted in place, a reinforcement cage is inserted into the embedded corrugated pipe and concrete is poured into the embedded corrugated pipe, and after pouring is finished, the reinforcement cage is required to be higher than the top surface of the second layer of wallboard, and the height is required to meet the related specification requirements;

In summary, the prefabricated multi-layer multi-ribbed composite wall and the connecting method thereof for steel-concrete combined connection, disclosed by the invention, comprise the horizontal, vertical and wall foot node forms, and overcome the defects of high requirements on embedding depth, large component size requirements and uncompacted vibration after grouting of the traditional shear wall steel bar grouting sleeve nodes and embedded annular steel bars; the advantages of rapid assembly, good product quality and easy combination of the steel structure are fully exerted, a series of wall body connecting node forms of the wall with efficient field connection and energy consumption capability are finally formed, and the method has wide application prospect in high-rise assembled building structures.

The invention and its embodiments have been described above by way of illustration and not limitation, and the invention is illustrated in the accompanying drawings and described in the drawings in which the actual structure is not limited thereto. Therefore, if one of ordinary skill in the art is informed by this disclosure, the structural mode and the embodiments similar to the technical scheme are not creatively designed without departing from the gist of the present invention.

Claims

1. The utility model provides a prefabricated multilayer close rib composite wall of steel-thoughtlessly combination connection, includes wall body (1) and is used for horizontal concatenation node (2) that wall body (1) horizontal direction connect, its characterized in that: the horizontal splicing node (2) comprises T-shaped steel (21) and splicing cover plates (22), wherein the T-shaped steel (21) is embedded into the end part of the wall body (1) through a web plate of the T-shaped steel (21), slotted holes (24) for connecting bolts (23) to pass through are formed in flanges of the T-shaped steel (21), splicing installation is carried out on flanges of the T-shaped steel (21) on adjacent wall bodies (1) through the splicing cover plates (22) after alignment, and concrete is poured later.

2. A prefabricated multi-layer multi-ribbed composite wall for steel-hybrid composite connection according to claim 1, wherein: the two sides of the web plate of the T-shaped steel (21) are respectively provided with a peg (5), and a first steel reinforcement framework (25) is arranged in a pouring area formed between the two T-shaped steels (21).

3. A prefabricated multi-layer multi-ribbed composite wall for steel-hybrid composite connection according to claim 2, characterized in that: the wall body (1) is connected in the vertical direction through a vertical splicing node (3), and the vertical splicing node (3) comprises a corrugated pipe (31) pre-buried in the wall body (1) and a second reinforcement cage (32) positioned in the corrugated pipe (31); the connection between the upper wall body (1) and the lower wall body (1) is completed by post-pouring concrete into the corrugated pipe (31).

4. A prefabricated multi-layer multi-ribbed composite wall for a steel-hybrid composite joint according to claim 3, wherein: the first steel reinforcement framework (25) and the second steel reinforcement framework (32) comprise stirrups (321) and longitudinal steel bars (322), wherein connecting reinforcing pieces (323) are arranged on the outer sides of the stirrups (321) of the second steel reinforcement framework (32).

5. The prefabricated multi-layer multi-ribbed composite wall of a steel-hybrid composite joint of claim 4, wherein: the connecting reinforcements (323) are arranged in a range not smaller than 300mm away from the vertical splicing node, and the adjacent connecting reinforcements (323) are spaced by 200mm.

6. The prefabricated multi-layer multi-ribbed composite wall of a steel-hybrid composite joint of claim 5, wherein: the connecting reinforcement (323) is a steel bar, and the minimum side length of the steel bar is not more than 0.4 times of the distance between the longitudinal steel bar (322) and the inner wall of the corrugated pipe (31).

7. A prefabricated multi-layer multi-ribbed composite wall for steel-hybrid composite connection according to any one of claims 4 to 6, characterized in that: the diameter of the longitudinal steel bars (322) of the second steel bar framework (32) is not more than 22mm, and the diameter of the stirrups (321) is not less than 10mm.

8. A prefabricated multi-layer multi-ribbed composite wall for steel-hybrid composite connection according to any one of claims 3 to 6, characterized in that: the wall body (1) is connected with the foundation pile cap (6) through a corner splicing node (4), and the corner splicing node (4) comprises a connecting profile steel (41) pre-buried at the bottom of the wall body (1) and an anchor bolt (42) pre-buried in the foundation pile cap (6); the connecting section steel (41) is connected with the foundation bolts (42) through a bottom plate (43) at the bottom of the connecting section steel.

9. The prefabricated multi-layer multi-ribbed composite wall of a steel-hybrid composite joint of claim 8, wherein: the outer peripheral wall of the connecting section steel (41) is provided with pegs (5), and stiffening ribs (44) are arranged between the connecting section steel (41) and the bottom plate (43).

10. A method of joining prefabricated multi-layer multi-ribbed composite walls using the steel-hybrid composite connection of claim 9, wherein: comprises the steps of,

s1, hoisting a bottom wall body (1) to a preset position, and connecting foundation bolts (42) in a foundation bearing platform (6);

s2, aligning T-shaped steel (21) on adjacent walls (1), connecting through a spliced cover plate (22), and forming a combined H-shaped steel member at a horizontal node;

s5, after the wallboard is hoisted in place, a second reinforcement cage (32) is inserted into the pre-buried corrugated pipe (31) and concrete is poured into the pre-buried corrugated pipe, and after pouring is finished, the second reinforcement cage (32) is required to be higher than the top surface of the second layer of wallboard;

s6, sequentially connecting the horizontal and vertical of the subsequent standard layer wall body (1).