Energy dissipation wall for window wall load bearing capacity improvement

Abstract

The utility model discloses an energy dissipation wall for window interwall wall bearing capacity promotion, install between the upper and lower ring beams of masonry wall, including I -shape steel plate wall body, upper connecting plate, lower connecting plate, stiffening rib, bolt, unilateral concrete wall body, longitudinal reinforcement and transverse reinforcement, I -shape steel plate wall body upper and lower end fixed connection between upper connecting plate and lower connecting plate, and a plurality of stiffening ribs are welded in the junction of upper connecting plate and I -shape steel plate wall body, the junction of lower connecting plate and I -shape steel plate wall body, longitudinal reinforcement is vertically even arranged in the front of I -shape steel plate wall body, and transverse reinforcement is even arranged in the front of I -shape steel plate wall body, and bolt is even arranged in the front of I -shape steel plate wall body, and unilateral concrete wall body is along the contour of I -shape steel plate wall body and is poured in the front of I -shape steel plate wall body. The utility model has solved the various kinds of shortcomings when the existing window interwall masonry wall is reinforced, and is convenient to install, does not need to destroy the original wall excessively, and the structure is reliable, and is not easy to lose stability.

Description

Technical Field

[0001] This utility model relates to an energy dissipation wall in the field of building engineering, specifically an energy dissipation wall used to improve the load-bearing capacity of window piers. Background Technology

[0002] As a building envelope and load-bearing component, the masonry wall between windows has the following inherent weaknesses in earthquake resistance:

[0003] 1) Stress concentration at the tunnel entrance edge may cause local stress to rise to more than three times the average stress, which can easily lead to X-shaped shear cracks under horizontal seismic loading.

[0004] 2) The reinforcement requirements of the ring beams in the current specifications are insufficient to suppress the development of plastic hinges at the corners of the openings, and all previous earthquake damage has proven that the walls around the window openings are severely damaged.

[0005] Existing reinforcement solutions have the following drawbacks:

[0006] 1) Double-sided reinforced steel mesh mortar surface layer: requires construction on both sides, occupies indoor space, has a long wet operation period (≥28 days of curing), and is not suitable for already decorated buildings;

[0007] 2) Carbon fiber cloth reinforcement: poor fire resistance; high risk of peeling failure, poor reliability, only suitable for reinforcing small openings.

[0008] 3) Steel plate reinforcement: Steel plates have low critical buckling stress, and walls with a large height-to-thickness ratio are prone to instability.

[0009] Therefore, there is an urgent need to provide a new type of buckling-resistant steel plate wall to solve the above problems. Utility Model Content

[0010] To address the problems of inconvenient construction, excessive damage to the original wall, and easy instability encountered when reinforcing existing masonry walls between windows, this utility model provides an energy dissipation wall for improving the load-bearing capacity of masonry walls between windows. It improves the load-bearing capacity and seismic performance of masonry walls between windows by using a single-sided concrete buckling-resistant steel plate wall.

[0011] This utility model provides the following technical solution:

[0012] An energy-dissipating wall for enhancing the load-bearing capacity of window piers is installed between the upper and lower ring beams of a masonry wall. It comprises an I-shaped steel plate wall, an upper connecting plate, a lower connecting plate, stiffening ribs, studs, a single-sided concrete wall, longitudinal reinforcement, and transverse reinforcement. The upper and lower ends of the I-shaped steel plate wall are fixedly connected between the upper and lower connecting plates. Multiple stiffening ribs are welded to the junctions of the upper connecting plate and the I-shaped steel plate wall, and to the junctions of the lower connecting plate and the I-shaped steel plate wall. The longitudinal reinforcement is vertically and evenly distributed on the front of the I-shaped steel plate wall, with its upper and lower ends bent towards the steel plate wall and connected to its upper and lower ends. Multiple rows of transverse reinforcement are evenly distributed on the front of the I-shaped steel plate wall. Studs are evenly arranged on the front of the I-shaped steel plate wall. The single-sided concrete wall is cast along the outline of the I-shaped steel plate wall on the front of the I-shaped steel plate wall.

[0013] Furthermore, the I-shaped steel plate wall, the upper connecting plate, the lower connecting plate, and the stiffening ribs all employ double-sided fillet welds.

[0014] Furthermore, the ends of the longitudinal and transverse reinforcing bars are connected to the I-shaped steel plate wall by welding.

[0015] Furthermore, the longitudinal and transverse reinforcing bars are connected by binding to form a reinforcing mesh.

[0016] Furthermore, the ring beam is reinforced with post-reinforcement at the connection with the energy dissipation wall, and embedded parts are pre-installed in the ring beam haunches.

[0017] Furthermore, the upper connecting plate, the lower connecting plate, and the embedded plate in the ring beam and haunch are connected by fillet welds.

[0018] Compared with the prior art, the beneficial effects of this utility model are:

[0019] (1) The energy dissipation wall of this utility model is used to improve the bearing capacity of the window wall. The bearing capacity and seismic performance of the window masonry wall are improved by a single-sided concrete anti-buckling steel plate wall.

[0020] (2) The integrated wall product of this utility model is easy to install on site, flexible in construction, does not require damage to the original wall, does not require wet work, can be constructed on one side of the building exterior wall, and does not affect the normal use of the building.

[0021] (3) This utility model adopts a concrete-constrained steel plate wall. The concrete cladding restricts the free buckling wavelength of the steel plate within the stud spacing, which significantly improves the critical buckling stress of the wall. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the structure of this utility model;

[0023] Figure 2This is a schematic diagram of the installation of this utility model;

[0024] Figure 3 This is a schematic diagram of the single-sided concrete wall structure of this utility model.

[0025] In the diagram: 1. I-shaped steel plate wall; 2. Upper connecting plate; 3. Lower connecting plate; 4. Stiffening rib; 5. Longitudinal reinforcement; 6. Transverse reinforcement; 7. Stud; 8. Ring beam with haunch; 9. Ring beam; 10. Embedded parts. Detailed Implementation

[0026] 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.

[0027] Please see Figure 1-3 This utility model discloses an energy dissipation wall for improving the load-bearing capacity of window piers. It is installed between the upper and lower ring beams 9 of a masonry wall and includes: an I-shaped steel plate wall 1, an upper connecting plate 2, a lower connecting plate 3, stiffening ribs 4, studs 7, a single-sided concrete wall 11, longitudinal reinforcing bars 5, and transverse reinforcing bars 6. The upper and lower ends of the I-shaped steel plate wall 1 are fixedly connected between the upper connecting plate 2 and the lower connecting plate 3. Multiple [unclear] are welded at the junctions of the upper connecting plate 2 and the I-shaped steel plate wall 1, and at the junctions of the lower connecting plate 3 and the I-shaped steel plate wall 1. Stiffening ribs 4; longitudinal reinforcing bars 5 are evenly arranged vertically on the front of the I-shaped steel plate wall 1, with the upper and lower ends of the longitudinal reinforcing bars 5 bent towards the steel plate wall and connected to the upper and lower ends of the steel plate wall 1; multiple rows of transverse reinforcing bars 6 are evenly arranged on the front of the I-shaped steel plate wall 1; studs 7 are evenly arranged on the front of the I-shaped steel plate wall 1, and studs 7 are used to improve the cooperative working performance between the I-shaped steel plate wall 1 and the single-sided concrete wall 10. The single-sided concrete wall 11 is cast along the outline of the I-shaped steel plate wall 1 on the front of the I-shaped steel plate wall 1.

[0028] The dumbbell-shaped steel plate wall 1, upper connecting plate 2, lower connecting plate 3, and stiffening rib 4 all use double-sided fillet welds. The welds are symmetrically distributed on both sides of the component, which can more evenly bear external forces, reduce stress concentration, and make the structure more rationally stressed.

[0029] The ends of the longitudinal reinforcing bars 5 and the transverse reinforcing bars 6 are connected to the I-shaped steel plate wall 1 by welding. This enhances the connection strength and stability between components and improves the overall reliability of the structure.

[0030] The longitudinal reinforcement 5 and the transverse reinforcement 6 are tied together to form a steel mesh. By welding the longitudinal and transverse reinforcements into a mesh, the concrete member forms an integral load-bearing system, improving its crack resistance and deformation resistance.

[0031] The ring beam 9 needs to be cast with post-reinforcement reinforcement at the connection with the energy dissipation wall, and embedded parts should be pre-installed in the ring beam armhole 8. The post-reinforcement reinforcement technology can make the connection between the ring beam and the energy dissipation wall more secure. By implanting steel bars, it forms a mechanical anchorage with the original structure, improves the shear and bending resistance at the joint, and avoids failure due to stress concentration at the connection.

[0032] The upper connecting plate 2 and the lower connecting plate 3 are connected to the embedded plate in the ring beam haunch 8 by fillet welds. Fillet welds have lower requirements for the connection method between the embedded plate and the component, do not require complex beveling, are easy to master, and can be quickly completed on site.

[0033] Installation method:

[0034] First, reinforcement bars are installed on one side of the ring beam 9 in the masonry structure, and the ring beam haunch 8 is poured. At the same time as pouring the ring beam haunch, the embedded parts 10 are installed. In the factory, after the installation of the I-shaped steel plate wall 1, the upper connecting plate 2, the lower connecting plate 3, the stiffening ribs 4, the studs 7, the longitudinal reinforcement 5, the transverse reinforcement 6, etc., the formwork is erected, and the concrete is poured. After the concrete has set, it is transported to the construction site. On site, the upper connecting plate 2 and the lower connecting plate 3 are welded to the embedded parts 10 to complete the installation.

[0035] This utility model's energy-dissipating wall is used to enhance the load-bearing capacity of window piers. The energy-dissipating wall is installed next to the window opening in a masonry structure to improve the load-bearing capacity of the masonry. It solves various shortcomings encountered in the reinforcement of existing window pier masonry walls, is easy to install, requires minimal damage to the original wall, has high structural reliability, and is not prone to instability.

[0036] Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the present invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. Energy dissipation wall for the load bearing capacity enhancement of a wall between windows, installed between the upper and lower ring beams (9) of a masonry wall, characterized in that: The structure includes an I-shaped steel plate wall (1), an upper connecting plate (2), a lower connecting plate (3), stiffening ribs (4), studs (7), a single-sided concrete wall (11), longitudinal reinforcing bars (5), and transverse reinforcing bars (6). The upper and lower ends of the I-shaped steel plate wall (1) are fixedly connected between the upper connecting plate (2) and the lower connecting plate (3). Multiple stiffening ribs are welded at the junctions of the upper connecting plate (2) and the I-shaped steel plate wall (1) and the lower connecting plate (3) and the I-shaped steel plate wall (1). Ribs (4); the longitudinal reinforcing bars (5) are evenly arranged vertically on the front of the I-shaped steel plate wall (1), and the upper and lower ends of the longitudinal reinforcing bars (5) are bent towards the steel plate wall and connected to the upper and lower ends of the steel plate wall (1); the transverse reinforcing bars (6) are evenly arranged in multiple rows on the front of the I-shaped steel plate wall (1); the studs (7) are evenly arranged on the front of the I-shaped steel plate wall (1), and the single-sided concrete wall (11) is cast along the outline of the I-shaped steel plate wall (1) on the front of the I-shaped steel plate wall (1).

2. The energy dissipating wall for window wall load carrying capacity enhancement according to claim 1, wherein: The I-shaped steel plate wall (1), the upper connecting plate (2), the lower connecting plate (3), and the stiffening rib (4) all adopt double-sided fillet welds.

3. The energy dissipating wall for window wall load carrying capacity enhancement according to claim 1, wherein: The ends of the longitudinal reinforcing bars (5) and the transverse reinforcing bars (6) are connected to the I-shaped steel plate wall (1) by welding.

4. The energy dissipating wall for window wall load carrying capacity enhancement according to claim 1, wherein: The longitudinal steel bars (5) and the transverse steel bars (6) are tied together to form a steel mesh.

5. The energy dissipating wall for window wall load carrying capacity enhancement according to claim 1, wherein: The ring beam (9) is cast with post-reinforcement technology at the connection with the energy dissipation wall, and embedded parts are pre-installed in the ring beam armhole (8).

6. The energy dissipating wall for window wall load carrying capacity enhancement according to claim 1, wherein: The upper connecting plate (2), the lower connecting plate (3), and the embedded plate in the ring beam haunch (8) are connected by fillet welds.

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