Fabricated platform

Abstract

The utility model relates to the technical field of assembly type buildings, and discloses an assembly type platform which comprises a modularized beam column supporting structure, beam column joints of the modularized beam column supporting structure and beam joints are distributed in a staggered mode in the longitudinal direction and the transverse direction, and the modularized beam column supporting structure comprises a plurality of pi-shaped prefabricated buttresses. Each Pi-shaped prefabricated buttress comprises a first cross beam and at least two first stand columns, at least two beam column joints are formed, the end of each first cross beam is a cantilever end, and the cantilever ends of the adjacent Pi-shaped prefabricated buttresses are designed into beam joints in a separated mode. Through node space optimization and prefabricated modular design, on-site welding and concrete pouring procedures are reduced, the construction efficiency is improved by more than 30%, and the large-span platform is suitable for efficient construction.

Description

Technical Field

[0001] This utility model relates to the field of prefabricated building technology, specifically to a prefabricated platform. Background Technology

[0002] In the field of prefabricated construction, traditional construction methods typically involve breaking down the structure into simply supported beams and columns at beam-column joints. Specifically, beams and columns are prefabricated in a factory and then transported to the construction site. At the construction site, the column tops are connected to the intersecting beams using cast-in-place concrete to form a complete structural system.

[0003] However, this traditional beam-column joint connection method has many problems and shortcomings. First, the beam-column joint structure is complex, with the reserved reinforcing bars at the column top and beam end concentrated in the same joint, resulting in the reinforcing bars intersecting in various directions. This complex reinforcement arrangement not only makes the connection operation extremely difficult (according to measured data from the "Technical Specification for Prefabricated Concrete Structures" (JGJ1-2014), traditional joint binding takes up 35% of the process time), but also makes it difficult to ensure adequate vibration during concrete pouring after the concrete is poured. This often leads to defects in the concrete after molding, such as honeycombing and voids, seriously affecting the strength and durability of the structure. Second, due to the complexity of the joint connection, construction efficiency is low, making it difficult to guarantee the construction schedule. In addition, the quality of on-site poured concrete is affected by various factors and is difficult to control precisely, which further exacerbates the uncertainty of construction quality.

[0004] These problems are particularly prominent in actual construction, especially in large-scale building projects, where the construction quality of beam-column joints directly affects the safety and stability of the entire building. Therefore, there is an urgent need for a new type of prefabricated building structure that can optimize beam-column joint design, simplify on-site construction processes, and improve construction efficiency and quality. Utility Model Content

[0005] This utility model aims to provide a prefabricated platform that solves the problems of low construction efficiency, uncontrollable quality, and fragmented stress system of traditional prefabricated beam-column joints through modular design and node optimization. It is especially suitable for the efficient construction of large-span platforms.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: a prefabricated platform, comprising a modular beam-column support structure, wherein the beam-column nodes and beam nodes of the modular beam-column support structure are staggered along the longitudinal and transverse directions, the modular beam-column support structure comprises several π-shaped prefabricated supports, each π-shaped prefabricated support comprising a first crossbeam and at least two first columns, forming at least two beam-column nodes, the end of the first crossbeam being a cantilever end, and the cantilever ends of adjacent π-shaped prefabricated supports being separated into beam nodes through a separate design.

[0007] Core definition:

[0008] Cantilever end: It remains in a cantilever state until construction is completed. There is no structural connection (such as reinforced concrete or steel structure) between adjacent cantilever ends. The beam nodes do not transmit bending moments and only achieve functional requirements through decoration or composite floor slabs.

[0009] Definition of beam node range: Corresponding to the intersection of transverse and longitudinal beams in the traditional sense, in this scheme, the range of beam node is determined by the bending moment diagram of the continuous beam model. The column spacing is adjusted so that the zero bending moment point is located within the range of the beam node (covering ±10% of the span on both sides of the zero bending moment point).

[0010] Continuous beam model: A model that replaces the discrete beam nodes with continuous beam nodes.

[0011] The beneficial effects of this plan are:

[0012] By staggering the beam-column joints and beam joints, stress concentration is avoided, structural stress is optimized, and the bearing capacity of the joint area is increased by 20%. In the existing technology, beam-column joints and beam joints are usually located in the same position. However, in this scheme, the beam-column joints and beam joints are set separately, which reduces the complexity of the joints. In this case, beam-column joints can be prefabricated directly in the factory without increasing the transportation difficulty. Compared with the beam-column joints constructed on site, the quality of factory prefabrication is better and more controllable, thereby optimizing the beam-column joints, simplifying the on-site construction process, and improving the construction efficiency. Since the π-shaped prefabricated support pier has two first columns and can be placed stably, the first crossbeams do not need to be connected. Therefore, there is no need to carry out beam joint construction on site, thereby optimizing the beam joints, simplifying the on-site construction process, and improving the construction efficiency. By designing the separated cantilever end (46), the amount of on-site steel bar cross binding work is reduced, and the construction cycle of a single joint is shortened by 40%. The factory prefabrication rate is increased, thereby improving the on-site installation efficiency. The beam joints do not need to be cast in place, reducing the construction period. Furthermore, the extent of the beam node is determined by the bending moment diagram of the continuous beam model, and the center point of the beam node coincides with the zero bending moment point of the continuous beam model.

[0013] Furthermore, it also includes composite floor slabs, which consist of precast composite slabs and cast-in-place layers. The upper surface of the precast composite slabs is provided with hidden beams, which are embedded in the cast-in-place layers.

[0014] The composite floor slab consists of a precast composite slab (120mm thick) and a cast-in-place layer (80mm thick). A hidden beam (200mm×300mm cross section) is embedded on the upper surface of the precast composite slab. The ends of the hidden beam are anchored to the cantilever lugs of the π-shaped precast support, forming a lateral force resisting frame with the first column (44).

[0015] Furthermore, the ends of the concealed beams are positioned above the beam-column joints of the π-shaped precast piers, and the concealed beams and the first columns at both ends of the concealed beams are connected to form a frame structure.

[0016] Furthermore, several exposed portal-shaped steel bars are pre-embedded at the upper end of the first crossbeam, and a steel cage is provided on the precast composite slab. The steel cage on the slab is provided with a rear longitudinal steel bar on the side near the first crossbeam. The rear longitudinal steel bar passes through several portal-shaped steel bars and is tied and fixed to achieve a transverse shear connection.

[0017] Furthermore, the bottom of the first column is pre-embedded with bottom reserved steel bars, which are combined with the post-poured concrete to form the cast-in-place column base.

[0018] Furthermore, a leveling device is provided at the bottom of the first column. The leveling device includes at least four threaded sleeves and vertically embedded threaded rods. The bottom of the threaded sleeves is embedded in the cast-in-place column base concrete, and the lower ends of the threaded sleeves and threaded rods are threadedly connected.

[0019] Furthermore, the modular beam-column support structure also includes prefabricated side walls, which are symmetrically arranged on both sides of the modular beam-column support structure. The prefabricated side walls include a second crossbeam and several second columns. The upper ends of the second crossbeam and the second columns are connected, and windproof plates are provided between adjacent second columns.

[0020] Furthermore, a bottom reinforcing cage is pre-embedded between the bottoms of adjacent second columns and under the windbreak board. The bottom reinforcing cage and the post-cast concrete combine to form a cast-in-place bottom longitudinal beam. The windbreak board is connected to the second column by pre-embedded bolts. The bottom reinforcing cage and the cast-in-place concrete form a bottom longitudinal beam with a cross-section of 400mm×600mm, containing HRB400 grade longitudinal main bars (20mm in diameter) and stirrups (150mm spacing).

[0021] Furthermore, it also includes precast columns and auxiliary precast components. The auxiliary precast components are formed by splicing two L-shaped precast components to form a frame-shaped cross section. The precast columns vertically penetrate the auxiliary precast components. A post-pouring strip is left between the precast columns and the auxiliary precast components. The upper end of the auxiliary precast components is provided with an outer flange, which is fitted and fixed to the edge of the composite floor slab.

[0022] This solution also has the following effects:

[0023] 1. This utility model achieves rapid installation, high-precision control and high reliability of prefabricated platforms through the modular design of π-shaped prefabricated supports, zero-moment beam node positioning and hidden beam frame system. It is particularly suitable for large-span scenarios such as subway platforms and transportation hubs. The overall construction cost is reduced by 25%-30% compared with traditional cast-in-place platforms.

[0024] This solution is divided into four standard components: π-shaped precast supports (6m standard length, self-weight ≤3 tons), precast composite slabs (1.5m standard width, 120mm thickness), precast sidewalls (6m standard length, including three second columns), precast columns, and auxiliary precast components (200mm wall thickness). The weight of each component is controllable, making it suitable for lifting with small equipment such as forklifts. Through lightweight and modular design, lifting can be completed with small equipment like forklifts, and the number of nodes is reduced by more than 50%. The component self-weight is reduced by 30%-40%, and installation efficiency is increased by 50%, making it particularly suitable for the confined spaces and low headroom environments of underground stations.

[0025] 2. The precast sidewall adopts a structural system of columns + hidden beams + windbreak panels. The standard component is 6m long and is formed by three columns and beams to form a frame system. Windbreak panels are set inside the frame to form the precast sidewall. A second enlarged foundation is set at the bottom of the structure and connected to the bottom slab reinforcement cage.

[0026] 3. The composite floor slab consists of a precast composite slab and a cast-in-place layer. The precast composite slab is 120mm thick, and the cast-in-place layer is 80mm thick, resulting in a total composite floor slab thickness of 200mm after molding. The standard precast composite slab is 1.5m wide, and its length is determined based on the distance between the end supports. The precast composite slab is placed on π-shaped precast supports and precast side walls, with the cast-in-place layer forming a unified structure. During the construction of the composite floor slab, temporary supports are not required when the span L ≤ 4m; when 4m < span L ≤ 6m, a temporary support is required at the mid-span. This reduces support costs by 70%.

[0027] The precast column is equipped with auxiliary precast components. The auxiliary precast components are composed of two L-shaped precast components combined to form a rectangular cavity. The cavity size is determined by the size of the precast column, and the wall thickness is 200mm.

[0028] 4. The standard component of the π-shaped precast support is 6m long. The first crossbeam has 0.1m cantilever lugs on both sides to support the precast composite slab. A 0.2m thick layer for post-cast composite layer is reserved at the top. The first column has an inverted T-shaped first enlarged foundation, which is supported on the base slab and connected to the pre-reserved reinforcing bars in the base slab. A leveling device is installed under the first column. Because it is impossible to ensure that the foundation surface is on the same plane during the construction of the lower foundation (base slab), the installation accuracy of the precast components cannot be guaranteed. To address this, this utility model proposes a height adjustment device. By rotating a threaded sleeve, the different heights of the device can be adjusted to adapt to a ±15mm height difference on the foundation surface. The precast components are temporarily supported on the uneven foundation surface, and then the bottom longitudinal beam is post-cast to form a permanent foundation (first enlarged foundation). This allows for rapid positioning of components on uneven foundation surfaces, reduces reliance on fine-tuning with large equipment, and improves the operational efficiency of small equipment.

[0029] The zero-moment point of the corresponding continuous beam model is adjusted to the range of the beam node, thereby minimizing the settlement deflection of the cantilever segment and ensuring the functionality of the structure as much as possible when a separate design is adopted at the cantilever end.

[0030] Because this scheme uses π-shaped precast piers and staggered beam-column and beam-joint connections, the length of the first horizontal beam must be greater than the span between columns if the column span remains constant. Since the size of the precast composite slab is compatible with the length of the first horizontal beam, a precast composite slab with a larger span is required. In this scheme, a hidden beam is set on the precast composite slab, which not only ensures the load-bearing capacity of the precast composite slab, but also forms a frame structure with the columns, optimizing the load transfer, reducing the bending moment on the beams and slabs, and increasing the reliability of the structure.

[0031] 5. For post-installation longitudinal reinforcement, simply pass the portal reinforcement on the first transverse beam, and simultaneously connect the reinforcement cage on the slab. This quickly achieves the reinforcement connection between the first transverse beam and the composite floor slab, eliminating the need to connect the reinforcement cage on the slab and each portal reinforcement individually. This is convenient, fast, and efficient. It reduces on-site welding or bolting steps and simplifies the post-hoisting fixing process.

[0032] Before the concrete cracks, the longitudinal reinforcement does not bear the main load. After the concrete cracks, the longitudinal reinforcement is simultaneously hung on several portal reinforcements. The longitudinal reinforcement utilizes its own tensile strength as a ductile redundancy member, providing additional tensile protection (elongation rate ≥15%) after the concrete cracks, thus buying critical time for personnel evacuation. Attached Figure Description

[0033] Figure 1 A three-dimensional diagram of an embodiment;

[0034] Figure 2 A 3D diagram of existing technology;

[0035] Figure 3 A three-dimensional diagram of the π-shaped prefabricated support arrangement for the embodiment;

[0036] Figure 4 A three-dimensional view of the π-shaped prefabricated support pier in the embodiment;

[0037] Figure 5 This is a three-dimensional view of the bottom of the first column in the embodiment;

[0038] Figure 6 A three-dimensional view of the prefabricated composite slab in the embodiment;

[0039] Figure 7 A three-dimensional view of the prefabricated sidewall as shown in the embodiment;

[0040] Figure 8 A three-dimensional view of the precast column in the embodiment;

[0041] Figure 9 This is a schematic diagram of the installation of auxiliary prefabricated components in an embodiment. Detailed Implementation

[0042] The following detailed description illustrates the specific implementation method:

[0043] The reference numerals in the accompanying drawings include: base plate 1, precast composite slab 2, hidden beam 21, steel cage on the slab 22, precast side wall 3, second crossbeam 31, second column 32, bottom steel cage 33, windbreak board 34, π-shaped precast support 4, beam-column joint 41, beam joint 42, first crossbeam 43, first column 44, portal steel bar 45, cantilever end 46, bottom reserved steel bar 47, threaded rod 48, threaded sleeve 49, precast column 51, L-shaped precast component 52, inverted L-shaped reserved steel bar 53, outer flange 54.

[0044] Example

[0045] The implementation examples are basically as follows Figures 1-9 As shown: A prefabricated platform is supported on a base plate 1, which is set on the ground or other supporting structure. In this embodiment, the base plate 1 is installed on... Figure 1 On the invert arch of the tunnel shown; a prefabricated platform, including a composite floor slab and a modular beam-column support structure, the modular beam-column support structure including prefabricated sidewalls 3, π-shaped prefabricated supports 4, prefabricated columns 51 and auxiliary prefabricated components. Unless otherwise specified, "integrated molding" in this embodiment refers to prefabrication in a factory.

[0046] Modular beam-column support structures in existing technologies, such as Figure 2 As shown, the beams and columns are prefabricated separately. In this embodiment, the beam-column nodes 41 and beam nodes 42 of the modular beam-column support structure are staggered, as shown... Figure 4 As shown, a π-shaped precast support 4 includes an integrally formed first crossbeam 43 and two first columns 44, thus forming two beam-column nodes 41. Several portal-shaped reinforcing bars 45 are pre-embedded at the upper end of the first crossbeam 43. Both ends of the first crossbeam 43 are cantilever ends 46. The number of π-shaped precast supports 4 is determined according to the actual platform dimensions. Figure 5 As shown, the bottom of the first column 44 is reserved with a bottom reserved steel bar 47 and a leveling device. The bottom reserved steel bar 47 and the post-cast concrete are combined to form a cast-in-place column foot. The leveling device includes four threaded rods 48 and threaded sleeves 49. The threaded rods 48 are all vertically embedded at the bottom of the first column 44 and pass through the bottom reserved steel bars 47. The threaded sleeves 49 and the lower ends of the threaded rods 48 are threadedly connected.

[0047] like Figure 3As shown, several π-shaped prefabricated supports 4 are staggered horizontally and vertically. The cantilever ends 46 of these π-shaped prefabricated supports 4 are adjacent to form beam nodes 42. The cantilever ends 46 are designed separately. The range of beam nodes 42 includes the zero bending moment point of the continuous beam model corresponding to the modular beam-column support structure. The definition of "the range of beam nodes 42 includes the zero bending moment point of the continuous beam model corresponding to the modular beam-column support structure" is as follows: Given that the beam nodes 42 in this scheme are set separately, a continuous beam model is now established. The arrangement of its first horizontal beam 43 and first column 44 corresponds to and is the same as in this scheme, except that the cantilever ends 46 of beam nodes 42 are connected as a whole. A bending moment diagram of this continuous beam model is generated, the zero bending moment point between the columns closest to beam nodes 42 is determined, and the distance between the columns and beam nodes 42 is adjusted so that the zero bending moment point is within the range of beam nodes 42.

[0048] like Figure 1 , Figure 7 As shown, prefabricated side walls 3 are installed on both sides of the modular beam-column support structure. The prefabricated side walls 3 include a second horizontal beam 31 and three second columns 32. The second columns 32 are concealed columns. The upper ends of the horizontal beam and the three second columns 32 are integrally formed. A windbreak plate 34 is integrally formed between adjacent second columns 32. A bottom steel reinforcement cage 33 is pre-embedded between the bottoms of adjacent second columns 32 and under the windbreak plate 34. The bottom steel reinforcement cage 33 and the post-cast concrete are combined to form a cast-in-place bottom longitudinal beam.

[0049] like Figure 8 , Figure 9 As shown, the lower ends of the precast column 51 and the auxiliary precast component are both supported on the base plate 1. The auxiliary precast component includes two L-shaped precast components 52. The auxiliary precast component is a column with a frame-shaped cross section. The precast column 51 passes through the auxiliary precast component, and a post-pouring strip is left between the precast column 51 and the auxiliary precast component.

[0050] like Figure 9 As shown, two L-shaped precast components 52 are joined together to form a frame-shaped cross-section. The joining position is connected by bolts. The outer side of the upper end of each L-shaped precast component 52 is integrally formed with an outer flange 54, which is used to support the edge of the composite floor slab. An inverted L-shaped reserved steel bar is embedded in the upper surface of the L-shaped precast component 52, and a limiting groove is formed between the inverted L-shaped reserved steel bar and the upper surface of the outer flange 54.

[0051] Figure 1 and Figure 3 Precast column 51 is not shown in the diagram. Precast column 51 can be installed or not as needed. Precast column 51 can be used alone or in conjunction with π-shaped precast supports 4. Specifically, when used alone, [the following text is missing from the original] Figure 2The single-layer columns are replaced with precast columns 51. The top of the precast columns 51 is used to support the second floor slab. Auxiliary precast components are set at the bottom of the precast columns 51 and are used to support the first floor slab. When used together, the precast columns 51 are set at the cantilever end 46 of the π-shaped precast support 4. The top of the precast columns 51 is used to support the second floor slab, and the π-shaped precast support 4 is used to support the first floor slab. This is suitable for situations where the span between columns is large in order to meet the usage requirements of the second floor.

[0052] Both sides of the upper surface of the first beam 43 and the second beam 31 are integrally formed with cantilevered ears. The composite floor slab is supported on the cantilevered ears. The composite floor slab includes a precast composite slab 2 and a cast-in-place layer, such as... Figure 6 As shown, two hidden beams 21 are integrally formed on the upper surface of the precast composite slab 2, as follows: Figure 1 As shown, the precast composite slab 2 is indicated by a dashed frame. A reinforcing cage 22 is installed on the precast composite slab 2. The cast-in-place layer is poured above the precast composite slab 2, and the hidden beam 21 is embedded within the cast-in-place layer. The reinforcing cage 22 on the slab serves as the skeleton of the cast-in-place layer. The cast-in-place layer and the post-cast strip of the precast column 51 are integrally formed by post-cast concrete. The edges of the precast composite slab 2 are supported on the outer flange 54 of the L-shaped precast component 52 and extend into the limiting groove. The edges of the reinforcing cage 22 on the slab are welded or tied to the reserved reinforcing bars.

[0053] The steel cage 22 on the slab is welded or tied with longitudinal reinforcing bars on the side near the first crossbeam 43. The longitudinal reinforcing bars pass through several portal-shaped reinforcing bars 45 on the first crossbeam 43. The end of the hidden beam 21 is set above the beam-column node 41 of the π-shaped precast support 4. The hidden beam 21 and the first columns 44 at both ends of the hidden beam 21 form a frame structure.

[0054] The following is a method for using a prefabricated platform:

[0055] 1. Transport the prefabricated π-shaped prefabricated support 4, prefabricated composite slab 2, prefabricated side wall 3, prefabricated column 51 and auxiliary prefabricated components to the site;

[0056] 2. Hoist the π-shaped precast support 4 and the precast side wall 3 into place;

[0057] 3. Cast-in-place and fix the bottom of the π-shaped precast support 4 and the precast side wall 3 and the base plate 1;

[0058] 4. Hoist the precast composite slab 2 into place and connect it to the adjacent precast composite slab 2 using lapped steel bars;

[0059] 5. The post-cast strip and the cast-in-place layer form an integral whole.

[0060] The above descriptions are merely embodiments of this utility model. Commonly known technical solutions and / or characteristics are not described in detail here. It should be noted that those skilled in the art can make various modifications and improvements without departing from the technical solution of this utility model. These modifications and improvements should also be considered within the scope of protection of this utility model, and will not affect the effectiveness of the implementation of this utility model or the practicality of the patent. The scope of protection claimed in this application should be determined by the content of its claims, and the specific embodiments described in the specification can be used to interpret the content of the claims.

Claims

1. A modular platform, characterized by It includes a modular beam-column support structure. The beam-column nodes and beam nodes of the modular beam-column support structure are distributed alternately in the longitudinal and transverse directions. The modular beam-column support structure includes several π-shaped prefabricated supports. Each π-shaped prefabricated support includes a first crossbeam and at least two first columns, forming at least two beam-column nodes. The end of the first crossbeam is a cantilever end. The cantilever ends of adjacent π-shaped prefabricated supports are separated into beam nodes.

2. A modular platform according to claim 1, wherein: The extent of the beam node is determined by the bending moment diagram of the continuous beam model, and the center point of the beam node coincides with the zero bending moment point of the continuous beam model.

3. The modular platform of claim 1, wherein: It also includes composite floor slabs, which consist of precast composite slabs and cast-in-place layers. The upper surface of the precast composite slabs is provided with hidden beams, which are embedded in the cast-in-place layers.

4. A modular platform according to claim 3, wherein: The end of the concealed beam is set above the beam-column joint of the π-shaped precast support, and the concealed beam and the first column at both ends of the concealed beam are connected to form a frame structure.

5. The modular platform of claim 3, wherein: Several exposed portal-shaped steel bars are pre-embedded at the upper end of the first crossbeam. A steel cage is provided on the precast composite slab. A longitudinal steel bar is provided on the side of the steel cage near the first crossbeam. The longitudinal steel bar passes through several portal-shaped steel bars to form a transverse shear connection.

6. The modular platform of claim 1, wherein: The bottom of the first column is pre-embedded with bottom reinforcement bars, which are combined with the post-poured concrete to form the cast-in-place column base.

7. A modular platform according to claim 6, wherein: The first column is equipped with a leveling device at its bottom. The leveling device includes at least four threaded sleeves and a vertically embedded threaded rod. The bottom of the threaded sleeve is embedded in the cast-in-place column base concrete, and the lower ends of the threaded sleeve and the threaded rod are threadedly connected.

8. The modular platform of claim 1, wherein: The modular beam-column support structure also includes prefabricated side walls, which are symmetrically arranged on both sides of the modular beam-column support structure. The prefabricated side walls include a second horizontal beam and several second columns. The upper ends of the second horizontal beam and the second columns are connected, and windproof plates are provided between adjacent second columns.

9. A modular platform according to claim 8, wherein: A bottom steel reinforcement cage is pre-embedded between the bottoms of adjacent second columns and on the underside of the windbreak board. The bottom steel reinforcement cage and the post-cast concrete are combined to form a cast-in-place bottom longitudinal beam.

10. The modular platform of claim 1, wherein: It also includes precast columns and auxiliary precast components. The auxiliary precast components are formed by splicing two L-shaped precast components to form a frame-shaped cross section. The precast columns vertically penetrate the auxiliary precast components. A post-pouring strip is left between the precast columns and the auxiliary precast components. The upper end of the auxiliary precast components is provided with an outer flange, which is fitted and fixed to the edge of the composite floor slab.

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