Connecting structure of isolation seam cover plate of seismic isolation structure
By using a connection structure between cast-in-place concrete cantilever lugs and precast concrete cover plates in the isolation joint cover plates, the problems of inconvenient construction and high cost are solved, effective support is provided, the cover plates are prevented from falling, and material and manufacturing costs are reduced.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-03-26
- Publication Date
- 2026-04-10
AI Technical Summary
In existing technologies, the construction cost of isolation joint covers is high and inconvenient, and they are prone to falling during earthquakes. The steel used for these covers is also expensive and the support is not effective enough.
The cantilevered section is cast in place with the first wall, and pre-embedded bolts are embedded inside. The precast concrete cover plate is equipped with key holes and connected by the pre-embedded bolts to provide effective support and reduce material and manufacturing costs.
It provides effective support during earthquakes, preventing the cover plate from falling off and reducing construction and material costs.
Smart Images
Figure CN224106477U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The utility model belongs to the technical field of building engineering, and particularly relates to a connecting structure of a seismic isolation structure isolation joint cover plate. BACKGROUND
[0002] The statements in this section are merely provided to give background information related to the utility model and do not necessarily constitute prior art.
[0003] A sliding cover plate should be arranged between the top of the isolation joint, the suspended elevator shaft entrance and the lower structure, and the sliding cover plate should meet the sliding requirement under the action of a rare earthquake. Figure 1 As shown in the figure, the current conventional isolation joint cover plate is made by cantilevering a cast-in-place floor slab from a cast-in-place concrete beam as the isolation joint cover plate.
[0004] The disadvantage of this method is that a cast-in-place floor slab with a relatively large length needs to be cantilevered outside the main structure, the formwork is complicated to erect, the construction is inconvenient, and the construction cost is increased; in order to save cost or facilitate construction, the construction party often plants a steel bar on the main structure in the later period, and then erects a formwork to pour the cover plate, which cannot form effective support for the cover plate and is prone to falling, causing the cover plate to be detached in the earthquake.
[0005] In the prior art, such as the prefabricated assembled isolation trench cover plate device disclosed in patent CN112575821A, a pre-embedded steel plate is fixed on the first wall body through anchoring steel bars, the side of the pre-embedded steel plate away from the anchoring steel bars is fixedly connected with a connecting lug through a bolt, and the lower end of the connecting lug is a clamping groove; the upper cover plate is made of steel or aluminum alloy, one end of the upper cover plate is lapped on the second wall body, and the other end of the upper cover plate is clamped in the clamping groove.
[0006] The above scheme can avoid cast-in-place construction and does not need a post-planting steel bar mode, but still has the following problems:
[0007] 1. The pre-embedded steel plate is arranged in the first wall body, the pre-embedded steel plate is connected with the connecting lug through a bolt, the connecting lug is suspended outside the first wall body as a fulcrum of the cover plate, and the bolt between the pre-embedded steel plate and the connecting lug completely bears the long-term shearing force and the left-right pulling force generated during the earthquake, which cannot provide effective support and is prone to falling;
[0008] 2. In the above scheme, the cover plate is made of steel or aluminum alloy, the pre-embedded steel plate and the connecting lug are also made of steel; the performance of steel or aluminum alloy is excellent, but the material cost is undoubtedly high, and the process manufacturing cost of the steel plate and the connecting lug is also much higher than the cost of the concrete structure. UTILITY MODEL CONTENTS
[0009] In view of the above problems, the utility model provides a connecting structure of shock insulation structure isolation joint cover plate, cast-in-situ concrete lug is integrally casted with first wall body, a plurality of embedded screw rods are embedded in cast-in-situ concrete lug, the precast concrete cover plate is provided with corresponding pin key reserved hole, the embedded screw rod is inserted into the pin key reserved hole, can bear lateral tension in the earthquake, cast-in-situ concrete lug can bear long-term vertical shear force, provides effective support to prevent falling down, and the concrete structure can reduce cost.
[0010] In order to realize the above object, the utility model adopts the following technical scheme:
[0011] A connecting structure of shock insulation structure isolation joint cover plate, including first wall body and second wall body, second wall body is spaced apart from first wall body, forms shock insulation joint, cast-in-situ concrete lug is arranged on the outside of first wall body, a plurality of embedded screw rods are embedded in cast-in-situ concrete lug,
[0012] Still including precast concrete cover plate, precast concrete cover plate one end is provided with pin key reserved hole, the number, position of pin key reserved hole correspond with embedded screw rod;Embedded screw rod is inserted into pin key reserved hole, and the connection of precast concrete cover plate and cast-in-situ concrete lug is completed;The other end of precast concrete cover plate is connected at the top of second wall body.
[0013] Preferably, the bottom of the embedded screw rod is fixedly connected with a steel anchor plate.
[0014] Preferably, the length of the embedded screw rod anchored into the cast-in-situ concrete lug is greater than or equal to 9d.
[0015] Preferably, the diameter of the pin key reserved hole is greater than or equal to three times the diameter of the embedded screw rod.
[0016] Preferably, the pin key reserved hole is arranged at a position that is at a distance of five times the diameter of the embedded screw rod from the end of the precast concrete cover plate.
[0017] Preferably, a reserved hole reinforcing rib is arranged in the precast concrete cover plate outside the pin key reserved hole.
[0018] Preferably, the reserved hole reinforcing rib is in the shape of a U, and the bent semicircular portion thereof is arranged on the side of the pin key reserved hole facing the first wall body.
[0019] Preferably, after the pin key reserved hole is connected with the embedded screw rod in the cast-in-situ concrete lug, grouting material is used to seal the pin key reserved hole.
[0020] Preferably, sealant is filled in the gap between the precast concrete cover plate and the cast-in-situ concrete lug to form a sealant caulking.
[0021] Preferably, a flexible material layer is laid at the connection of the precast concrete cover plate and the second wall.
[0022] Compared with the prior art, the utility model has the advantages and positive effects that:
[0023] 1、 the utility model discloses an integrally casted cast-in-place concrete eaves in the first wall body, embeds several embedded screw rods in the cast-in-place concrete eaves, and precast concrete cover plate sets corresponding pin key reservation hole, and the embedded screw rod is inserted into the pin key reservation hole, can bear the transverse tension when the earthquake, and the cast-in-place concrete eaves can bear long-term vertical shearing force, provides effective support and prevents falling.
[0024] 2、 the cast-in-place concrete eaves and precast concrete cover plate in the utility model all adopt concrete structure, compared with steel structure, whether material cost or manufacturing technology can reduce the cost of construction. BRIEF DESCRIPTION OF DRAWINGS
[0025] The drawings accompanying the specification incorporated herewith form a part of the disclosure of the utility model, and serve to provide further understanding of the utility model, with the preferred embodiments of the utility model and its description serving to explain the utility model, and not to limit the utility model in any manner.
[0026] Figure 1 It is the schematic diagram of cast-in-place concrete cover plate in the prior art;
[0027] Figure 2 It is the overall schematic diagram of the connecting structure of the embodiment of the utility model;
[0028] Figure 3 It is the partial schematic diagram of the connecting structure of the embodiment of the utility model;
[0029] Figure 4 It is the schematic diagram of the reservation hole reinforcing rib of the embodiment of the utility model;
[0030] In the drawing:
[0031] 1、 first wall body;2、 second wall body;3、 shock insulation joint;4、 cast-in-place concrete eaves;5、 embedded screw rod;51、 steel anchor plate;6、 precast concrete cover plate;7、 pin key reservation hole;8、 reservation hole reinforcing rib;9、 sealant caulk;10、 flexible material layer. DETAILED DESCRIPTION
[0032] It should be pointed out that the following detailed description is all exemplary, and aims at providing further explanation to the utility model. Unless otherwise specified, all technical and scientific terms used in this paper have the same meaning as that understood by the ordinary skilled in the art to which the utility model belongs.
[0033] The utility model discloses a connecting structure of a seismic isolation structure isolation joint cover plate, as shown in the drawings, including first wall body 1, second wall body 2 is set up with first wall body 1 interval, forms the seismic isolation joint 3. Figure 2 As shown, the first wall body 1 outside sets up cast-in-situ concrete eaves 4, and the first wall body 1 and cast-in-situ concrete eaves 4 are integrally cast-in-situ structure. It can be understood that the cast-in-situ concrete eaves 4 has the reinforcing structure connected with the first wall body 1, and the cast-in-situ concrete eaves 4 has small manufacturing size, and does not need large-scale formwork erection when pouring, and will not affect normal construction.
[0034] As shown in the drawings, Figure 3 The cast-in-situ concrete eaves 4 is embedded with several embedded screw rods 5, and the bottom of the embedded screw rod 5 is fixedly connected with a steel anchor plate 51. Before pouring the cast-in-situ concrete eaves 4, the setting position of the embedded screw rod 5 is positioned, and the embedded screw rod 5 is bound together with the reinforcing structure of the cast-in-situ concrete eaves 4 in advance, and finally poured together. In the embodiment, the number of embedded screw rods 5 is two.
[0035] In the embodiment, the length of the embedded screw rod 5 anchored into the cast-in-situ concrete eaves 4 needs to be ≥9d, to ensure the effective connection between the cast-in-situ concrete eaves 4 and the embedded screw rod 5, and at the same time, the steel anchor plate 51 at the bottom of the embedded screw rod 5 can also provide sufficient anchoring force for the embedded screw rod 5.
[0036] As shown in the drawings, Figure 2 、 Figure 3 As shown, it further includes a prefabricated concrete cover plate 6, one end of which is connected to the cast-in-situ concrete eaves 4, and the other end is connected to the top of the second wall body 2. It can be understood that the prefabricated concrete cover plate 6 is provided with a reinforcing structure inside. One end of the prefabricated concrete cover plate 6 is provided with a pin key reserved hole 7, the number of the pin key reserved hole 7 corresponds to the number of the embedded screw rod 5, and the positions correspond. The embedded screw rod 5 is inserted into the pin key reserved hole 7, and the connection between the prefabricated concrete cover plate 6 and the cast-in-situ concrete eaves 4 is completed.
[0037] It should be noted that the hole diameter of the pin key reserved hole 7 is ≥3 times the diameter of the embedded screw rod 5. The reason for such setting is that the embedded screw rod 5 is bound together with the reinforcing structure of the cast-in-situ concrete eaves 4 in advance, and then poured together with the cast-in-situ concrete eaves 4, which leads to the deviation of the embedded position of the embedded screw rod 5. The hole diameter of the pin key reserved hole 7 is ≥3 times the diameter of the embedded screw rod 5, which can offset the deviation of the embedded position of the embedded screw rod 5 due to pouring.
[0038] In specific engineering, the specification and spacing of the reserved screw rod can be determined by a person skilled in the art in combination with the specific engineering conditions.
[0039] In the embodiment, the distance between the pin key reserved hole 7 and the end of the precast concrete cover plate 6 is not less than five times the diameter of the embedded screw rod 5, and the end of the precast concrete cover plate 6 is not allowed to have cracks affecting use. The reason for such setting is that the embedded screw rod 5 is sleeved in the pin key reserved hole 7 to prevent the precast concrete cover plate 6 from shaking to cause the end of the precast concrete cover plate 6 to break and fall off during an earthquake.
[0040] As shown in Figure 4 , in order to prevent the precast concrete cover plate 6 from shaking to cause the end of the precast concrete cover plate 6 to break and fall off during an earthquake, the reserved hole reinforcing rib 8 is arranged in the precast concrete cover plate 6 outside the pin key reserved hole 7. The reserved hole reinforcing rib 8 is in a U shape, and the bent semicircular part needs to be arranged on the side of the pin key reserved hole 7 facing the first wall body 1. It can be understood that the reserved hole reinforcing rib 8 is tied and connected with the steel structure inside the precast concrete cover plate 6.
[0041] In the embodiment, the diameter of the pin key reserved hole 7 is greater than the diameter of the embedded screw rod 5, and after the pin key reserved hole 7 is connected with the embedded screw rod 5 in the cast-in-place concrete eaves 4, the pin key reserved hole 7 is blocked by grouting material to form a complete and reliable isolation joint cover plate connection node. The rigidity can be ensured to be integrated with the first wall body.
[0042] As shown in Figure 2 , Figure 3 After the precast concrete cover plate 6 is connected with the cast-in-place concrete eaves 4, the gap between the precast concrete cover plate 6 and the cast-in-place concrete eaves 4 is filled with sealant to form a sealant caulking 9, which has a waterproof function. A flexible material layer 10 is laid at the connection between the precast concrete cover plate 6 and the second wall body 2 to reduce the abrasion between the precast concrete cover plate 6 and the second wall body 2 during earthquake shaking. The flexible material layer here can use oil felt.
[0043] It can be understood that the elevations of the two ends of the installed precast concrete cover plate 6 are consistent.
[0044] The cast-in-place concrete eaves 4 integrally poured with the first wall body 1 can bear the long-term vertical shear force transmitted by the precast concrete cover plate 6, and the embedded screw rod 5 is used to bear the tension transmitted by the precast concrete cover plate 6 during earthquake shaking, so as to form a long-term effective support for the precast concrete cover plate 6 and prevent it from falling off.
[0045] In the embodiment, the cast-in-place concrete eaves 4 and the prefabricated concrete cover plate 6 are both concrete structures, and the cost is lower than that of steel plates or connecting ears from the perspective of the materials themselves or the manufacturing process; the vertical force is supported and sheared by the first wall body, the concrete of the cast-in-place concrete eaves and the steel bars, and the supporting and shearing effect is much higher than that of bolts, so that sufficient supporting force can be provided for the prefabricated concrete cover plate 6 to prevent the prefabricated concrete cover plate 6 from falling.
[0046] Although the specific embodiments of the utility model have been described above with reference to the drawings, it is not a limitation on the protection scope of the utility model, and those skilled in the art should understand that various modifications or deformations made by those skilled in the art on the basis of the technical scheme of the utility model without creative labor are still within the protection scope of the utility model.
Claims
1. A connecting structure of a seismic isolation structure isolation joint cover plate including a first wall and a second wall disposed apart from the first wall to form a seismic isolation joint, characterized in that, The first wall body is externally provided with a cast-in-situ concrete eaves, and a plurality of embedded screw rods are pre-embedded in the cast-in-situ concrete eaves and are bound together with the steel bar structure of the cast-in-situ concrete eaves, The precast concrete cover plate is provided with pin key reserved holes at one end, the number and position of the pin key reserved holes correspond to the embedded screw rods; the embedded screw rods are inserted into the pin key reserved holes to complete the connection of the precast concrete cover plate and the cast-in-situ concrete eaves; the other end of the precast concrete cover plate is connected to the top of the second wall body.
2. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, characterized in that, The bottom of the embedded screw rod is fixedly connected with a steel anchoring plate.
3. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, wherein The length of the embedded screw rod anchored in the cast-in-situ concrete eaves needs to be greater than or equal to 9d.
4. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, wherein The diameter of the pin key reserved hole is greater than or equal to 3 times the diameter of the embedded screw rod.
5. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, wherein The position of the pin key reserved hole is located at a distance of not less than five times the diameter of the embedded screw rod from the end of the precast concrete cover plate.
6. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, wherein A reserved hole reinforcing rib is arranged in the precast concrete cover plate outside the pin key reserved hole.
7. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 6, characterized in that, The reserved hole reinforcing rib is in a U shape, and the bent semicircular part needs to be arranged on the side of the pin key reserved hole facing the first wall body.
8. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, wherein After the pin key reserved hole is connected with the embedded screw rod in the cast-in-situ concrete eaves, grouting material is used to block the pin key reserved hole.
9. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, wherein Sealant is filled in the gap between the precast concrete cover plate and the cast-in-situ concrete eaves to form a sealant caulking.
10. A connecting structure of a gap cover plate of a seismic isolation structure according to claim 1, wherein A flexible material layer is laid at the connection between the precast concrete cover plate and the second wall body.