Wall beam connecting structure of prefabricated hollow superposed shear wall
By dislocating the wall beams and shear walls in the wall beam connection structure of prefabricated hollow overlapping shear walls, and setting cast-in-place ring beams between the shear walls, the cast-in-place ring beams are solved. The difficulty of casting when connecting hollow overlapping walls and wall beams is solved. The problem has improved the quality of concrete pouring and building effect.
Patent Information
- Application Number
- CN202421131581.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-05-22
- Publication Date
- 2025-02-18
- Estimated Expiration
- 2034-05-22
AI Technical Summary
When the existing hollow overlapping shear wall is connected to the wall beam, the longitudinal reinforcement bars on the top of the beam need to be bent and interpolated, which leads to difficulty in pouring concrete and reduces the pouring quality. The problem is more prominent especially in the case of a 180mm thick wall.
Design a wall beam connecting structure with prefabricated hollow shear wall. By dislocating the wall beam and shear wall in the height direction, the top of the wall beam is higher than the top of the shear wall, and the longitudinal steel bars on the top of the beam extend to the top of the shear wall. A cast-in-place ring beam is also installed between the shear walls to ensure that the longitudinal reinforcement bars on the top of the beam are arranged on the entire thickness section of the shear wall.
The middle bending of the longitudinal steel bars on the beam top is avoided, the steel bar layout space is optimized, and the concrete pouring quality is improved. Especially in residential buildings with 180mm thick hollow shear walls, the building effect is improved and the application scope is broadened.
Smart Images
Figure CN222500603U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of building engineering, in particular to a wall beam connection structure of a prefabricated hollow composite shear wall. Background Art
[0002] In recent years, with the rapid development of prefabricated concrete structure buildings, its application scope has basically covered the entire construction industry. Engineering practice has proved that prefabricated buildings have the advantages of short construction period, good quality, and strong environmental protection. At the same time, they can cope with the shortage of construction workers and are the only way for the transformation and upgrading of the construction industry.
[0003] At present, most of the prefabricated shear walls are processed and formed as a whole in the prefabrication plant and transported to the construction site. The prefabricated shear walls processed as a whole are heavy and require high installation precision.
[0004] A new type of hollow composite shear wall is disclosed in the prior art. The hollow composite shear wall includes two outer leaf walls on both sides, and a shear wall cavity is arranged between the two outer leaf walls. The hollow composite shear wall has the advantages of light weight, convenient installation, and fast construction speed. However, when the hollow composite wall is connected to the wall beam (or frame beam), the longitudinal steel bars at the top of the wall beam are bent toward the center and inserted into the cavity of the composite wall. Figure 1 As shown in the figure, the small cavity makes the beam reinforcement too dense, which makes concrete pouring difficult and reduces the pouring quality.
[0005] In addition, there are two common types of prefabricated composite shear walls in existing engineering applications. One type of prefabricated composite shear wall has a wall thickness of 200mm. In order to reduce costs and improve building comfort, some residential projects have begun to use 180mm wall thickness. The 180mm thick prefabricated composite shear wall has a smaller cavity, and the engineering quality problems caused by the wall-beam connection are more prominent. Utility Model Content
[0006] In view of the deficiencies in the prior art, the purpose of the embodiments of the utility model is to provide a wall-beam connection structure for a prefabricated hollow composite shear wall, so as to solve the problem of difficult pouring when connecting the hollow composite wall with the wall beam and improve the pouring quality.
[0007] In order to achieve the above purpose, the embodiment of the utility model provides the following technical solutions:
[0008] A wall-beam connection structure of a prefabricated hollow composite shear wall comprises shear walls on two sides and a wall beam located between the shear walls on both sides; the top surface of the wall beam is located above the top surface of the shear wall, the wall beam is arranged with beam top longitudinal steel bars, and the beam top longitudinal steel bars protrude from both ends, the protruding beam top longitudinal steel bars are located on the upper side of the shear wall top surface, and viewed from the vertical direction, the beam top longitudinal steel bars are arranged on the entire thickness section of the shear wall; a cast-in-place ring beam is arranged on the top of the shear wall, and the cast-in-place ring beam covers the beam top longitudinal steel bars.
[0009] In another optional embodiment, the entire thickness section includes the thickness section of the double-leaf outer leaf walls on both sides plus the thickness section of the shear wall cavity.
[0010] In another optional embodiment, the shear walls on one side of the wall beam are arranged up and down, with a set gap between the upper and lower shear walls, and the longitudinal steel bars on the top of the beam are inserted into the gap between the upper and lower shear walls.
[0011] In another optional embodiment, the connection structure is further provided with wall connection bars, which connect the upper and lower shear walls, and a part of the wall connection bars is located in the shear wall cavity of the upper shear wall, and a part of the wall connection bars is located in the shear wall cavity of the lower shear wall.
[0012] One or more technical solutions provided in the embodiments of the present invention have at least the following technical effects or advantages:
[0013] 1. In the utility model, the wall beam connection structure is achieved by staggering the wall beam and the shear wall in the height direction, and the top of the wall beam is higher than the top of the shear wall. The longitudinal reinforcement at the top of the wall beam is designed to extend to the top of the shear wall, and ensure that the longitudinal reinforcement at the top of the beam is arranged on the entire thickness section of the shear wall. This design avoids the middle bending of the longitudinal reinforcement at the top of the beam, optimizes the arrangement space of the longitudinal reinforcement at the top of the beam, and thus improves the quality of concrete pouring. Especially in ordinary residential buildings using 180mm thick hollow shear walls, this structure not only improves the architectural effect, but also broadens the application scope of prefabricated hollow composite shear walls.
[0014] 2. The utility model provides cast-in-place ring beams between shear walls, thereby improving the standardization of the height dimensions of hollow composite shear wall panels, increasing the standardization of prefabricated hollow composite walls, and greatly saving engineering costs.
[0015] 3. The connection structure of the utility model is simple. It only needs to produce the double outer leaf walls in the prefabrication factory, and then cast the cavity and the reserved ring beam on site.
[0016] Additional advantages of the present invention will be given in the following description, and some will become apparent from the following description or will be understood through the practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS
[0017] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.
[0018] Figure 1 It is a schematic diagram of wall beam connection in the prior art;
[0019] Figure 2 This is a schematic cross-sectional view of a wall beam connection provided in Example 1 of the utility model;
[0020] Figure 3 This is a schematic diagram of a shear wall provided in Example 1 of the utility model;
[0021] Figure 4 It is a top view of the longitudinal reinforcement arrangement of the top of the wall beam provided by Example 1 of the utility model;
[0022] Figure 5 This is a schematic diagram of the side elevation of the wall beam connection provided in Example 1 of the utility model;
[0023] Figure 6 This is a schematic diagram of the reinforcement of the cast-in-place ring beam provided in Example 1 of the utility model ( Figure 5 AA section view);
[0024] In the figure: 1. Double outer leaf wall; 2. Shear wall cavity; 3. Wall connection reinforcement; 4. Precast floor slab; 5. Cast-in-place ring beam; 6. Ring beam formwork; 7. Beam top longitudinal reinforcement; 8. Wall beam; 9. Ring beam longitudinal reinforcement;
[0025] In order to show the positions of various parts, the distances or sizes between them are exaggerated and the schematic diagram is for reference only. DETAILED DESCRIPTION
[0026] It should be noted that the following detailed descriptions are all illustrative and are intended to provide further explanation of the present invention. Unless otherwise specified, all technical and scientific terms used in the present invention have the same meanings as those commonly understood by those skilled in the art to which the present invention belongs.
[0027] Example 1
[0028] like Figure 2As shown, in one embodiment of the utility model, a wall beam 8 connection structure of a prefabricated hollow composite shear wall is proposed, including shear walls on both sides and a wall beam 8 located in the middle of the shear walls on both sides, and the shear walls on both sides and the wall beam in the middle form a door-shaped structure. The top surface of the wall beam 8 is located above the top surface of the shear wall, and the wall beam 8 is arranged with beam top longitudinal steel bars 7, and the beam top longitudinal steel bars 7 protrude from both ends, and the protruding beam top longitudinal steel bars 7 are located on the upper side of the shear wall top surface, and from the vertical direction, the beam top longitudinal steel bars 7 are arranged on the entire thickness section of the shear wall; a cast-in-place ring beam 5 is arranged on the top of the shear wall, and the cast-in-place ring beam 5 covers the beam top longitudinal steel bars 7.
[0029] like Figure 2 As shown, precast floor slabs 4 are arranged on both sides of the shear wall perpendicular to the thickness direction, and the cast-in-place ring beam 5 is located between the precast floor slabs 4 on both sides. The shear walls on one side of the wall beam 8 are arranged up and down, and there is a set gap between the upper and lower shear walls. The longitudinal steel bars 7 on the top of the beam are inserted into the gap between the upper and lower shear walls. Figure 4 As shown, the longitudinal reinforcement 7 at the top of the beam is tied with the longitudinal reinforcement 9 at the ring beam.
[0030] like Figure 3 As shown, the shear wall includes two outer leaf walls 1, and a shear wall cavity 2 is arranged in the middle of the two outer leaf walls 1. The entire thickness section includes the thickness section of the two outer leaf walls 1 on both sides plus the thickness section of the shear wall cavity 2.
[0031] The shear wall and the prefabricated floor slab 4 are prefabricated together according to the design dimensions in the prefabrication plant. The connection structure can be applied to 200mm thick hollow shear walls or 180mm thick hollow shear walls (the dimensions of the double outer leaf wall 1 and the shear wall cavity 2 should be standardized 45mm+90mm+45mm).
[0032] The wall beam 8 connection structure of this embodiment is arranged by staggering the wall beam 8 and the shear wall, that is, setting a gap between the upper and lower shear walls, so that the wall beam 8 is higher than the lower shear wall (such as Figure 5 As shown in the figure), the longitudinal reinforcement 7 of the top of the wall beam 8 is inserted into the gap between the prefabricated floor slabs 4, so that the longitudinal reinforcement 7 of the top of the beam is arranged on the projected section of the double outer leaf wall 1 and the shear wall cavity 2, and then the ring beam 5 is cast in situ. In this way, the longitudinal reinforcement 7 of the top of the beam does not need to be bent toward the middle, and the arrangement space of the longitudinal reinforcement 7 of the top of the beam is increased. The arrangement of the longitudinal reinforcement 7 of the top of the beam is more reasonable, and the quality of concrete pouring is more reliable. In particular, when it is applied to ordinary residential buildings with 180mm thick hollow shear walls, the lifting effect is better, which increases the application range of prefabricated hollow composite shear walls.
[0033] By arranging the cast-in-place ring beam 5 between the shear walls, the standardization degree of the height size of the hollow composite shear wall panels is improved, the standardization degree of the prefabricated hollow composite walls is increased, and the engineering cost is greatly saved.
[0034] like Figure 3 As shown, the two outer leaf walls 1 can be connected by tension bars, or can be fixed into a whole by tension bolts or the like.
[0035] The connection structure is also provided with wall connection bars 3, such as Figure 2 As shown, the wall connecting reinforcement 3 connects the upper and lower shear walls, a part of the wall connecting reinforcement 3 is located in the shear wall cavity 2 of the upper shear wall, and a part of the wall connecting reinforcement 3 is located in the shear wall cavity 2 of the lower shear wall.
[0036] The wall connecting bars 3 are inserted into the shear wall cavity 2 of the shear wall during on-site construction. Of course, it is understandable that in another embodiment, the wall connecting bars 3 can also be reserved in the prefabricated shear wall cavity 2. The wall connecting bars 3 are limited in their activity space by the tension bars in the cavity to prevent them from falling out during transportation, and can be directly pulled out during on-site construction. The number and length of the wall connecting bars 3 need to be calculated based on the force and structure, and the steel bar model can be HRB300, HRB335, HRB400, HRB500, etc.
[0037] like Figure 1 As shown, the wall connecting reinforcement 3 is a long annular reinforcement. During on-site construction, the connecting reinforcement is tied to the longitudinal reinforcement 7 at the top of the beam by steel wire, and the cast-in-place ring beam 5 is cast. When the upper outer leaf wall is to be installed, the beam top connecting reinforcement is arranged in the shear wall cavity 2 between the double outer leaf walls 1, and concrete is poured together with the upper cast-in-place ring beam 5 later.
[0038] like Figure 6 As shown in the figure, according to the current specification requirements, a schematic diagram of the reinforcement of the commonly used cast-in-place ring beam 5 section is given, which is divided into four levels according to the seismic resistance level, among which Figure 6 a is the first level of earthquake resistance, Figure 6 b is the second level of earthquake resistance, Figure 6 c is the third level of earthquake resistance, Figure 6 d is the fourth level of earthquake resistance.
[0039] Example 2
[0040] The construction method of the wall beam 8 connection structure of the above-mentioned prefabricated hollow composite shear wall includes: hoisting the shear wall and the prefabricated floor slab 4 to the designed position, and setting up a ring beam formwork 6 outside the position of the cast-in-place ring beam 5; inserting the longitudinal steel bars 7 at the top of the wall beam 8 into the gap between the upper and lower shear walls, and pouring concrete in the formwork composed of the prefabricated floor slab 4 and the double outer leaf wall 1, the ring beam formwork 6 and the shear wall cavity 2 to complete the construction of the cast-in-place ring beam 5.
[0041] Specific:
[0042] The double outer leaf wall 1 is a reinforced concrete structure. The reinforcement and concrete grade in the wall need to be configured according to calculations. The structural measures such as the steel bar anchorage in the cast-in-place connection area generally need to meet the requirements of T / CECS 579-2019.
[0043] The double outer leaf wall 1 should be prefabricated in the factory and can be a common reinforced concrete component or a prestressed concrete component. The concrete grade of the common reinforced concrete component is generally C20-C60, and the concrete grade of the prestressed reinforced concrete component is generally C30-C100. The prefabricated floor slab 4 cooperating with the composite shear wall can be a prefabricated bottom slab of a truss reinforced concrete composite slab, or a prestressed concrete steel tube truss composite slab, etc.
[0044] After the double outer leaf wall 1 and the precast floor slab 4 are transported to the construction site, the double outer leaf wall 1 and the precast floor slab 4 are hoisted to the designed position, and a formwork is set up around the position of the cast-in-place ring beam 5 .
[0045] The double outer leaf walls 1 are supported on the prefabricated floor slab 4 by diagonal bracing rods, thereby ensuring that the double outer leaf walls 1 are in a stable state.
[0046] The double outer leaf wall 1 is temporarily fixed by diagonal bracing or the like, the top steel bars of the wall beam 8 are inserted into the gap between the upper and lower shear walls and anchored, and concrete is poured into the formwork composed of the prefabricated floor 4, the double outer leaf wall 1, the ring beam formwork 6 and the shear wall cavity 2 to complete the construction.
[0047] When pouring concrete on site, the ring beam formwork 6 needs to be fixed in advance, and the shear wall hidden column formwork is fixed together with the double outer leaf wall 1. After pouring concrete, the ring beam formwork 6 and the hidden column formwork can ensure that the concrete can be filled in the cavity and the cast-in-place ring beam 5 during pouring.
[0048] The height of the cast-in-place ring beam 5 is determined based on the beam reinforcement arrangement, assembly rate calculation requirements, height difference of the two side slabs, etc., and is generally 250mm to 300mm.
[0049] In the wall beam connection structure of this embodiment, the double outer leaf wall and the prefabricated floor slab are prefabricated and formed in the prefabrication factory. After these components are transported to the construction site, the double outer leaf wall, the prefabricated floor slab and the ring beam formwork together form a formwork system. In this formwork system, the construction process is completed by pouring concrete. In this structural design, by reserving a post-casting ring beam at the top of the composite wall, the arrangement problem of the wall beam reinforcement is effectively solved, the pouring quality of the concrete and the height standardization of the composite wall slab are improved, thereby improving the quality and efficiency of the construction and achieving cost savings.
Claims
1. A wall beam connection structure of a prefabricated hollow composite shear wall, characterized in that: It includes shear walls on both sides and wall beams located between the shear walls on both sides; The top surface of the wall beam is located above the top surface of the shear wall, the wall beam is arranged with beam top longitudinal steel bars, and the beam top longitudinal steel bars protrude from both ends, the protruding beam top longitudinal steel bars are located on the upper side of the shear wall top surface, and the beam top longitudinal steel bars are arranged on the entire thickness section of the shear wall when viewed from the vertical direction; A cast-in-place ring beam is arranged on the top of the shear wall, and the cast-in-place ring beam covers the longitudinal reinforcement on the top of the beam.
2. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 1, characterized in that: Prefabricated floor slabs are arranged on both sides of the shear wall perpendicular to the thickness direction, and the cast-in-place ring beam is located between the prefabricated floor slabs on both sides.
3. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 2, characterized in that: The shear wall comprises a pair of outer leaf walls, and a shear wall cavity is arranged between the pair of outer leaf walls.
4. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 3, characterized in that: The entire thickness section includes the thickness section of the double outer leaf walls on both sides plus the thickness section of the shear wall cavity.
5. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 3, characterized in that: The shear walls on one side of the wall beam are arranged up and down, with a set gap between the upper and lower shear walls, and the longitudinal steel bars on the top of the beam are inserted into the gap between the upper and lower shear walls.
6. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 3, characterized in that: The two outer leaf walls are connected into a whole through tie bars.
7. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 3, characterized in that: The two outer leaf walls are connected into a whole by tension bolts.
8. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 6 or 7, characterized in that: The connection structure is also provided with wall connection bars, which connect the upper and lower shear walls. A part of the wall connection bars is located in the shear wall cavity of the upper shear wall, and a part of the wall connection bars is located in the shear wall cavity of the lower shear wall.
9. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 8, characterized in that: The wall connecting reinforcement is a long annular reinforcement.
10. The wall beam connection structure of the prefabricated hollow composite shear wall according to claim 2, characterized in that: The prefabricated floor slab is a prefabricated bottom plate of a truss reinforced concrete composite slab; or, the prefabricated floor slab is a prestressed concrete steel tube truss composite slab.