LU508574B1 - A prestressed joint connection of the prefabricated recoverable functional steel frame-support system - Google Patents

A prestressed joint connection of the prefabricated recoverable functional steel frame-support system Download PDF

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Publication number
LU508574B1
LU508574B1 LU508574A LU508574A LU508574B1 LU 508574 B1 LU508574 B1 LU 508574B1 LU 508574 A LU508574 A LU 508574A LU 508574 A LU508574 A LU 508574A LU 508574 B1 LU508574 B1 LU 508574B1
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Luxembourg
Prior art keywords
steel
prefabricated
plate
prestressed
column
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LU508574A
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French (fr)
Inventor
yu feng Jiao
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Sanda Univ
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Priority to LU508574A priority Critical patent/LU508574B1/en
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Publication of LU508574B1 publication Critical patent/LU508574B1/en

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/10—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal prestressed
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2406—Connection nodes
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2415—Brackets, gussets, joining plates
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2418—Details of bolting
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2448—Connections between open section profiles
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2457—Beam to beam connections
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B2001/2484—Details of floor panels or slabs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B2001/2496—Shear bracing therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/023—Separate connecting devices for prefabricated floor-slabs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

The prefabricated recoverable functionality steel frame-bracing system with prestressed joint connections includes prefabricated joint I, prefabricated joint II, bracing structures, floor slabs; prefabricated joint I is a prestressed column-to-column splice joint, located at the inflection point of the column; it consists of a prestressed tie rod support plate, stiffener plate, semi-welded lug plate, web splice plate, prestressed tie rod; prefabricated joint II is a prestressed beam-to-beam splice joint, including a cantilever beam flange plate, an intermediate beam flange plate, post-tensioned prestressed tendons; the bracing structure is arranged in pairs between two adjacent steel beams, with each pair consisting of a bracing rod, bracing rod sleeve, lower-end connector, upper-end connector; the floor slabs include three types of prefabricated concrete floor slabs: Type I, Type II, and Type III; this invention adopts a new type of prestressed steel beam and column splice joint, improving the assembly rate of the structure.

Description

DESCRIPTION LUS08574
A PRESTRESSED JOINT CONNECTION OF THE PREFABRICATED
RECOVERABLE FUNCTIONAL STEEL FRAME-SUPPORT SYSTEM
TECHNICAL FIELD
This invention belongs to the field of structural engineering, specifically relating to a prestressed joint connection for a prefabricated steel frame-support system with recoverable functionality. It utilizes a novel connection joint for prestressed steel beams and columns, which can be used in a new type of prefabricated structure that is operational after simple repairs following an earthquake.
BACKGROUND
In January 2013, the State Council issued the “Green Building Action Plan,” which proposed promoting industrialization in construction and developing a complete, series, and standardized prefabricated structural system that is green, environmentally friendly, energy-efficient, and reusable. In February 2016, the “Several Opinions of the Central
Committee of the Communist Party of China and the State Council on Further
Strengthening Urban Planning and Construction Management” aimed to ensure that the proportion of prefabricated buildings in new constructions would reach 30% within about ten years. Since the Wenchuan earthquake, domestic experts have suggested that public buildings, such as schools and hospitals, should enhance their seismic resistance requirements and adopt steel structures. Given their regular layout, modular design, and suitability for prefabricated steel frame structures, this approach can improve industrial production efficiency to meet the urgent need for rapid reconstruction after disasters.
Compared to other building materials and structural systems, steel structures are the most suitable type for achieving design standardization, factory production of components, and assembly construction.
However, research on prefabricated steel frame structures in China, especially/508574 multi-story prefabricated steel structures, is still in its infancy. In prefabricated steel structure systems, the beam-to-beam and column-to-column connection methods are key factors determining the efficiency of assembly. Existing connection methods mainly include welding of H-beams, bolt connections, or mixed bolt-weld connections. For welding, field operation efficiency is low, and the quality of welding is difficult to guarantee. Bolt connections require a significant amount at the flanges and webs, and when the project volume is large, the labor and material costs do not reflect the advantages of steel structures. Therefore, using traditional connection forms in prefabricated structural systems cannot meet the needs for efficient industrial installation, resulting in excessive steel consumption, which contradicts the national advocacy for green building concepts. Thus, innovation in prefabricated steel structure systems is the development direction for the coming years.
SUMMARY
The purpose of the present invention is to provide a prestressed node-connected, resilient steel frame-support system, which uses new prestressed steel beams and steel columns to connect nodes, improve the assembly rate of the structure, achieve rapid construction, and enable rapid repair and reconstruction after an earthquake.
In order to solve the above technical problems, the technical solution adopted by the present invention is:
A prestressed joint connection of the prefabricated recoverable functional steel frame-support system includes prefabricated Joint | (1), prefabricated Joint Il (2), support structure (3), and floor slab (4): prefabricated Joint | (1) is a prefabricated prestressed column-to-column joint that connects two adjacent steel columns (5) above and below; prefabricated Joint Il (2) is a prefabricated prestressed beam-to-beam joint that connects the cantilever beam segment (601) and the intermediate beam segment (602) to form the steel beam (6); the floor slab (4) includes three types of precast concrete slabs: type slab (401), type Il slab (402), and type Ill slab (403); the characteristics are as follows: prefabricated joint | (1) is located at the inflection point of the column and includes a prestressed tie rod support plate (101), stiffening plate (102), half-welded ear plate (103)U508574 web splice plate (104), and prestressed tie rod (106); at the connection point of the two steel columns (5), web splice plates (104) are arranged at the front and back web positions; a prestressed tie rod support plate (101) is welded to each of the two steel columns (5), with a stiffening plate (102) set on one side of the prestressed tie rod support plate (101); the two ends of the prestressed tie rod (106) are fixed to the prestressed tie rod support plate (101) to apply pre-tension, connecting the two steel columns (5); the two ends of the half-welded ear plate (103) are connected to the flanges on the same side of the two steel columns (5), with one end welded to the flange on one steel column (5) and the other end fixed to the flange on the other steel column (5) using bolts; prefabricated joint II (2) includes the cantilever beam segment flange plate (201), intermediate beam segment flange plate (202), and post-tensioned prestressed cable (203); one end of the cantilever beam segment (601) is welded to the steel column (5), while the other end is fitted with the cantilever beam segment flange plate (201); the two ends of the intermediate beam segment (602) are each fitted with the intermediate beam segment flange plate (202); the cantilever beam segment flange plate (201) and the intermediate beam segment flange plate (202) have corresponding reserved holes that are connected by bolts; one end of the post-tensioned prestressed cable (203) sequentially passes through the reserved holes on the cantilever beam segment flange plate (201) and the intermediate beam segment flange plate (202); the other end passes through the flange of the steel column (5) or penetrates through the steel column (5) and then sequentially through the reserved holes on the cantilever beam segment flange plate (201) and the intermediate beam segment flange plate (202) of prefabricated joint II (2) on the other side of the steel column (5); pre-tension is applied to both ends of the post-tensioned prestressed cable (203), connecting the cantilever beam segment (601) and the intermediate beam segment (602); the support structure (3) is arranged in pairs between the upper and lower adjacent steel beams (6); each pair of support structures (3) includes a support rod (301), support rod sleeve (302), upper end connector (303), and lower end connector (304); the upper end connector (303) is fixed to the intermediate beam segment (602) of the upper steel beam (6), and the lower end connector (304) is fixed to the beam-column joint of the lower steel beam (6); after tHé/508574 support rod sleeves (302) are installed at both ends of the support rod (301), they are respectively connected to the upper end connector (301) and the lower end connector (302) to form diagonal supports; after an earthquake, rapid repair and reconstruction can be achieved by re-tensioning the post-tensioned prestressed cable (203) and replacing the supports.
Preferably, the type i slab (401), type ii slab (402), and type iii slab (403) are each provided with anchor bolt holes to allow the connection anchor bolts (404) to fix them to the steel beam (6).
Preferably, the plate surface of the lower connecting piece (304) is welded perpendicularly to the flanges of the steel beam (6) and steel column (5) at the beam-column joint.
Preferably, at the upper connecting piece (303) is composed of an |-shaped support piece (303-1) and a vertical connecting plate (303-2);after two |-shaped support pieces (303-1) are fixedly connected, the vertical connecting plate (303-2) is welded to each -shaped support piece (303-1), and a connection hole for the support rod sleeve (302) is provided on the vertical connecting plate (303-2); the I-shaped support piece (303-1) is made of angle steel or two steel plates welded vertically, with holes opened at the tips and backs of the angle steel or on the two steel plates.
Preferably, profiled steel plates (406) are welded at the ends of both sides of the floor slab (4), and in adjacent floor slabs (4), one slab’s (4) profiled steel plates (406) on both sides form a closing structure (407), while the other slab’s (4) profiled steel plates (406) on both sides form an opening structure (408) that cooperates with the closing structure (407);the two slabs (4) interlock and engage with each other through the closing structure (407) fitting into the opening structure (408).
Preferably, the bolts of the connecting web splicing plate (104) are friction-type high-strength bolts (105) for web shear resistance.
The prestressed joint connection for a prefabricated steel frame-support systeh508574 proposed in this invention represents a novel structural system within prefabricated steel frame structures.
After adopting the aforementioned technical solutions, this invention offers the following beneficial effects:
1. Clear Force Mechanism: In prefabricated node |, the force mechanism is well-defined.
After applying prestress to the prestressed rod, it generates a clamping effect on the milled end face of the flange, resulting in a pre-pressure.
When prestress is applied to the prestressed rod, it creates localized compressive stress around the bolt holes on the prestressed rod support plate.
Consequently, the stiffening plate welded to the bottom of the prestressed rod support plate can prevent buckling deformation of the support plate.
The entire node structure can form a collective load transfer path, maintaining good integrity and minimal deformation, thereby ensuring the continuity of the column’s flexural stiffness.
The use of semi-welded ear plates at the joints can mitigate the uncontrollability of onsite welding quality while fully utilizing the reinforcing effect of the ear plates.
2. Simplified Connection Method: In prefabricated node Il, the combination of the post-tensioned prestressed cable and the flange plate connection method simplifies the node structure, making it easier to position and adjust during installation, thus saving assembly time.
This also overcomes the shortcomings of ordinary nodes that consume on-site labor, reducing construction costs and shortening the construction period, aligning with the trend of industrialized building development.
The advantage becomes even more evident when a large number of nodes are constructed simultaneously.
3. Restorability After Earthquakes: The prefabricated steel frame-support system proposed in this invention can restore the structure to its original position after a significant earthquake by re-tensioning the post-tensioned prestressed cables and replacing supports.
Even after the structure experiences plastic deformation due to seismic activity, this new system allows for rapid repairs and restoration to its original position, facilitating quick reconstruction after earthquakes.
4. Classification of Prefabricated Concrete Slabs: The prefabricated concrete sladd/508574 are categorized into three types, allowing the selection of the appropriate slab according to their respective installation positions. First, the slab’s openings are aligned with the top of the steel column, then lowered onto the supporting beam. After aligning the reserved holes on the beam flange and the slab, anchor bolts are installed. Next, the profiled steel plates at the slab edges are connected and secured with anchor bolts. This installation method significantly speeds up the process, forming a complete prefabricated system with the steel frame and greatly reducing installation time. 5. Enhanced Seismic Performance: The invention utilizes high-ductility metal rods as support components, which, along with the post-tensioned prestressed cables, constitute the energy-dissipating elements of the prefabricated system, effectively improving the overall seismic performance of the prefabricated steel frame. 6. High Efficiency in Assembly: All components of this invention are processed in the factory, resulting in high efficiency during on-site hoisting and assembly. The reasonable design of the joints and systems greatly enhances the overall assembly rate of the structure.
BRIEF DESCRIPTION OF THE FIGURES
Figure 1 is a schematic diagram of the structure of the present invention;
Figure 2 is an assembly diagram of three types of floor slabs;
Figure 3 is a schematic diagram of the structure of assembled node |;
Figure 4 is a structural disassembly diagram of assembled node | at the side column of the steel frame;
Figure 5 is a structural disassembly diagram of assembled node | at the middle column of the steel frame;
Figure 6 is a schematic diagram of the structure and assembly of assembled node II;
Figure 7 is a structural disassembly diagram of the upper part of the supporting structure;
Figure 8 is a three-dimensional diagram of the connection of type | plate;
Figure 9 is a three-dimensional diagram of the connection of type Il plate;
Figure 10 is a three-dimensional diagram of the connection of type Ill plate; LU508574
Figure 11 is a schematic diagram of the connection between floor slabs and beams;
Figure 12 is a schematic diagram of the connection between floor slabs; wherein, 1. Prefabricated Node | ; 101: Prestressed Rod Support Plate ; 102:
Stiffening Plate; 103: Semi-Welded Ear Plate; 104: Web Splicing Plate; 05: High-Strength
Shear Bolt for Web; 106: Prestressed Rod; 107: Column Stiffening Plate; 2. Prefabricated
Node Il; 201: Flange Plate of Cantilever Beam Section; 202: Flange Plate of Intermediate
Beam Section; 203: Post-Tensioned Prestressed Cable; 3. Support Structure; 301:
Support Rod; 302: Support Rod Sleeve; 303: Upper Connection Component; 303-1:
L-Shaped Support Component; 303-2: Vertical Connection Plate; 304: Lower Connection
Component; 4. Floor Slab; 401: Type | Slab; 402: Type II Slab; 403: Type lll Slab; 404:
Connecting Anchor Bolt; 405: Reinforcement for Prefabricated Concrete Slab; 406:
Profiled Steel Plate; 407: Closure Structure; 408: Opening Structure; 5. Steel Column; 501: Upper Steel Column; 502: Lower Steel Column; 6. Steel Beam; 601: Cantilever
Beam Section; 602: Intermediate Beam Section; 603: Beam Stiffening Rib
DETAILED DESCRIPTION OF THE INVENTION
The technical solution of the present invention is further described below through specific implementation modes in conjunction with the accompanying drawings.
The steel columns (5) and steel beams (6) used in this invention’s steel frame are both |-beams.
As shown in Figures 1 and 2, the prestressed node connection for the prefabricated functional recovery steel frame-support system consists of Prefabricated Node | (1),
Prefabricated Node II (2), Support Structure (3), and Floor Slabs (4). The floor slabs (4) include three types of prefabricated concrete slabs: Type | (401), Type II (402), and Type
II! (403).
As shown in Figures 3, 4, and 5, Prefabricated Node | (1) is a prefabricated prestressed column-to-column splicing node that connects two adjacent steel columns (5) and is located at the point of inflection of the columns, approximately at 1/3 to 1/4 of the floor height.
It includes a Prestressed Rod Support Plate (101), Stiffening Plate (102)U508574
Semi-Welded Ear Plate (103), Web Splicing Plate (104), and Prestressed Rod (106). At the connection of the two steel columns (5), web splicing plates (104) are set at the front and back of the web at the joint, which are connected by high-strength shear bolts (105).
The shear bolts (105) are friction-type.
At a certain distance from the splicing point on each of the two steel columns (5),
Prestressed Rod Support Plates (101) and Stiffening Plates (102) are symmetrically arranged. The two Prestressed Rod Support Plates (101) have reserved holes and are connected by the Prestressed Rod (106), to which pre-tension is applied, thereby connecting the two steel columns (5). The two ends of the Semi-Welded Ear Plate (103) are respectively connected to the flanges on the same side of the two steel columns (5).
One end of the Semi-Welded Ear Plate (103) is welded to the flange on the side of the upper steel column (501), and the other end is connected to the flange on the same side of the lower steel column (502) using high-strength bolts, thus completing the splicing of the steel column segments. As shown in Figure 4, Stiffening Plates (107) are welded onto the steel columns (5) at the beam-column connection.
As shown in Figure 6, Prefabricated Node Il (2) is a prefabricated prestressed beam-to-beam splicing node. The frame steel beam (6) is divided into two cantilever beam sections (601) and one intermediate beam section (602) by two Prefabricated
Nodes Il (2), where the intermediate beam section (602) serves as the joint for installing the support structure (3). Prefabricated Node Il (2) connects the cantilever beam section (601) and the intermediate beam section (602), including the Cantilever Beam Section
Flange Plate (201), Intermediate Beam Section Flange Plate (202), and Post-Tensioned
Prestressed Cable (203). One end of the cantilever beam section (601) is welded to the steel column (5), and the other end is fitted with the Cantilever Beam Section Flange
Plate (201). Both ends of the intermediate beam section (602) are each fitted with the
Intermediate Beam Section Flange Plate (202), and corresponding reserved holes are provided on both the Cantilever Beam Section Flange Plate (201) and Intermediate Beam
Section Flange Plate (202), which are connected by high-strength bolts.
Depending on the location of Prefabricated Node II (2) in the entire steel frame, thé/508574
Post-Tensioned Prestressed Cable (203) can be arranged in two ways as follows: 1. When Prefabricated Node Il (2) is located at the edge of the entire steel frame, meaning the beam-column connection is in a T-shaped configuration, one end of the
Post-Tensioned Prestressed Cable (203) passes sequentially through the reserved holes in the Cantilever Beam Section Flange Plate (201) and Intermediate Beam Section
Flange Plate (202), and the other end is fixed to the flange of the steel column (5).
Pre-tension is applied at both ends of the Post-Tensioned Prestressed Cable (203), connecting the cantilever beam section (601) and intermediate beam section (602). 2. When Prefabricated Node Il (2) is located within the entire steel frame, meaning that the beam-column connection forms a cross shape, one end of the Post-Tensioned
Prestressed Cable (203) passes sequentially through the reserved holes in the Cantilever
Beam Section Flange Plate (201) and the Intermediate Beam Section Flange Plate (202).
The other end passes through the steel column (5) and then through the reserved holes in the Cantilever Beam Section Flange Plate (201) and Intermediate Beam Section Flange
Plate (202) of the other side of Prefabricated Node Il (2). Pre-tension is applied at both ends of the Post-Tensioned Prestressed Cable (203), connecting the cantilever beam section (601) and the intermediate beam section (602) to complete the splicing and installation of the entire steel beam segment.
As shown in Figure 7, the support structure (3) is positioned in the middle of the entire frame structure. It is not necessary to set up a support structure for every segment and is arranged in pairs. Each pair of support structures (3) includes a Support Rod (301),
Support Rod Sleeve (302), Upper End Connector (303), and Lower End Connector (304).
The Upper End Connector (303) is fixed to the Intermediate Beam Section (602) of the upper steel beam (6) by bolts, while the Lower End Connector (304) is fixed at the beam-column joint of the lower steel beam (6). The two ends of the Support Rod (301) are fitted with Support Rod Sleeves (302) and connect to the Lower End Connector (304) and
Upper End Connector (303) respectively, forming a diagonal brace.
The plate surface of the Lower End Connector (304) is welded perpendicularly to the flanges of the steel column (5) and steel beam (6) at the beam-column joint.
The Upper End Connector (303) consists of an L-shaped Support Member (303-44/508574 and a Vertical Connector Plate (303-2). The L-shaped Support Member (303-1) consists of two components fixed together with bolts. A Vertical Connector Plate (303-2) is welded to each L-shaped Support Member (303-1), and the Vertical Connector Plate (303-2) has connection holes for the Support Rod Sleeve (302).
The L-shaped Support Member (303-1) can be made of angle steel or consist of two vertically welded steel plates, with holes provided on the tips and backs of the angle steel or on the two steel plates. The Support Rod (301) can be a metal screw designed to have a high energy dissipation capacity. The end of the Support Rod (301) is processed into a threaded section, with an effective length of more than 45 mm. The two ends of the
Support Rod (301) are equipped with Support Rod Sleeves (302), which also have threads inside, connecting correspondingly with the threads on the ends of the Support
Rod (301).
The floor slabs (4) are made of precast concrete and are categorized into three types based on their relative positions to the steel columns (5): Type | Slabs (401), Type |i
Slabs (402), and Type IH Slabs (403). The Type | Slabs (401) extend around the central column on each side by half a span, featuring a square or rectangular cutout in the middle. The dimensions of the cutout are generally matched to the height and width of the cross-section of the steel column (5), allowing for the column (5) to pass through, as shown in Figure 8. The Type ll Slabs (402) are arranged along the edge columns, as depicted in Figure 9. The Type Ill Slabs (403) surround the corner columns, illustrated in
Figure 10. The distribution of these three types of floor slabs (4) is shown in Figure 2.
As shown in Figure 11, all three types of floor slabs (4) have reserved openings, with a spacing of 300 mm between the holes and a depth approximately equal to the length of the connection anchor bolts (404). The floor slabs (4) connect to the flanges of the steel beams (6) via the connection anchor bolts (404). In Figure 12, corrugated steel plates (406) are bolted to the ends of both the upper and lower surfaces of the precast concrete floor slabs.
Among the adjacent precast concrete floor slabs, one slab’s corrugated steel platé/508574 (406) forms a closure structure (407), while another slab’s corrugated steel plate (406) creates an opening structure (408) that matches the closure structure (407). The closure structure (407) fits into the opening structure (408), allowing the two precast concrete floor slabs to interlock.
The structural features of the present invention are further described below through a specific installation method.
The assembly method of the prestressed node-connected assembled recoverable functional steel frame-support system comprises the following steps: . Installation of Frame Columns at the Construction Site (Construction of Assembly
Node 11):
First, align the upper and lower steel columns (5). Next, install the web splice plates (4) at the web location. The high-strength bolts (105) for shear resistance at this location should be tightened according to standard bolt requirements. Then, longitudinally insert the prestressed tie rods (106) and tension them. After the tensioning is complete, apply pre-tensioning to the high-strength bolts (105) at the web location. Once this is finished, install and fully tighten the bolts at the semi-welded ear plates (103). During node installation, ensure the column flanges are aligned without any offset. When applying pre-tension to the prestressed tie rod (106), it is recommended to use two methods: hydraulic tensioning and torque method. Both methods apply pre-tension by compressing the prestressed tie rod support plates (101) through the prestressed tie rod (106).
Il. Installation of Frame Beams at the Construction Site (Construction of Assembly
Node 112):
Since the steel columns (5) on this level have been installed, the position of the cantilever beam section (601) is now fixed. Lift the middle beam section (602) to the designed elevation to connect with the cantilever beam section (601). After aligning the cantilever beam flange plate (201) and the middle beam flange plate (202), insert the bolts and perform general tightening.
Next, one end of the post-tensioned prestressed cable (203) passes through trH&/508574 inside flange of the steel column (5), while the other end goes through the remaining reserved holes on the cantilever beam flange plate (201) and the middle beam flange plate (202). The installation method for the assembly node 112 at the intersection of the middle frame beam and column is consistent with that of the edge frame. After installing the steel column (5), connect the middle beam section (602) to the cantilever beam section (601), aligning the cantilever beam flange plate (201) and the middle beam flange plate (202) before inserting the bolts. One end of the post-tensioned prestressed cable (203) passes through the left flange plates (201) and (202) of the middle frame beam and column, while the other end passes through the right flange plates (201) and (202). Holes are provided on both sides of the column flange at the connection of the middle frame beam and column, allowing the post-tensioned prestressed cable (203) to pass through the column flange. Finally, apply pre-tensioning simultaneously to both ends of the post-tensioned prestressed cable (203) to connect the cantilever beam section (601) and the middle beam section (602) on both sides of the middle frame beam and column connection, completing the assembly of the entire steel beam section.
II. Installation of Floor Slabs (4) When No Support Structure (3) is Required:
Install the floor slabs (4) according to their respective positions. Lower the precast concrete floor slabs from the top of the installed steel columns (5) onto the steel beams (6), aligning the reserved holes on the precast concrete floor slabs with those on the flange of the steel beams (6). Insert the connection anchor bolts (404) to connect them.
Simultaneously, interlock the closure structure (407) of one floor slab (4) with the opening structure (408) of the adjacent slab securely.
IV. Installation of Floor Slabs (4) When Support Structure (3) is Required:
In cases where the installation of the support structure (3) is necessary, first install the support structure (3) before proceeding with the installation of the floor slabs (4), following the method described in step Ill. During the installation of the support structure (3), align and tighten the threads and screws of the support rods (301) and the support rod sleeves (302).
Subsequently, connect the support rod sleeves (302) to the vertical connection platé/508574 (303-2) of the upper connection member (303) and the connection plate of the lower connection member (304) using bolts.
The connection of the L-shaped support member (303-1) to the middle beam section (602) and between the L-shaped support members (303-1) relies on high-strength bolts for rapid installation.

Claims (6)

CLAIMS LU508574
1. A prestressed joint connection of the prefabricated recoverable functional steel frame-support system includes prefabricated Joint | (1), prefabricated Joint Il (2), support structure (3), and floor slab (4): prefabricated Joint | (1) is a prefabricated prestressed column-to-column joint that connects two adjacent steel columns (5) above and below; prefabricated Joint Il (2) is a prefabricated prestressed beam-to-beam joint that connects the cantilever beam segment (601) and the intermediate beam segment (602) to form the steel beam (6); the floor slab (4) includes three types of precast concrete slabs: type slab (401), type Il slab (402), and type Ill slab (403); the characteristics are as follows: prefabricated joint | (1) is located at the inflection point of the column and includes a prestressed tie rod support plate (101), stiffening plate (102), half-welded ear plate (103), web splice plate (104), and prestressed tie rod (106); at the connection point of the two steel columns (5), web splice plates (104) are arranged at the front and back web positions; a prestressed tie rod support plate (101) is welded to each of the two steel columns (5), with a stiffening plate (102) set on one side of the prestressed tie rod support plate (101); the two ends of the prestressed tie rod (106) are fixed to the prestressed tie rod support plate (101) to apply pre-tension, connecting the two steel columns (5); the two ends of the half-welded ear plate (103) are connected to the flanges on the same side of the two steel columns (5), with one end welded to the flange on one steel column (5) and the other end fixed to the flange on the other steel column (5) using bolts; prefabricated joint II (2) includes the cantilever beam segment flange plate (201), intermediate beam segment flange plate (202), and post-tensioned prestressed cable (203); one end of the cantilever beam segment (601) is welded to the steel column (5), while the other end is fitted with the cantilever beam segment flange plate (201); the two ends of the intermediate beam segment (602) are each fitted with the intermediate beam segment flange plate (202); the cantilever beam segment flange plate (201) and the intermediate beam segment flange plate (202) have corresponding reserved holes that are connected by bolts; one end of the post-tensioned prestressed cable (203) sequentially passes through the reserved holes on the cantilever beam segment flange plate (201) and the intermediate beam segment flange plate (202); the other end passé4/508574 through the flange of the steel column (5) or penetrates through the steel column (5) and then sequentially through the reserved holes on the cantilever beam segment flange plate (201) and the intermediate beam segment flange plate (202) of prefabricated joint II (2) on the other side of the steel column (5); pre-tension is applied to both ends of the post-tensioned prestressed cable (203), connecting the cantilever beam segment (601) and the intermediate beam segment (602); the support structure (3) is arranged in pairs between the upper and lower adjacent steel beams (6); each pair of support structures (3) includes a support rod (301), support rod sleeve (302), upper end connector (303), and lower end connector (304); the upper end connector (303) is fixed to the intermediate beam segment (602) of the upper steel beam (6), and the lower end connector (304) is fixed to the beam-column joint of the lower steel beam (6); after the support rod sleeves (302) are installed at both ends of the support rod (301), they are respectively connected to the upper end connector (301) and the lower end connector (302) to form diagonal supports; after an earthquake, rapid repair and reconstruction can be achieved by re-tensioning the post-tensioned prestressed cable (203) and replacing the supports.
2. The prefabricated recoverable functional steel frame-support system according to claim 1, characterized in that the type i slab (401), type ii slab (402), and type iii slab (403) are each provided with anchor bolt holes to allow the connection anchor bolts (404) to fix them to the steel beam (6).
3. The prefabricated recoverable functional steel frame-support system according to claim 1, characterized in that the plate surface of the lower connecting piece (304) is welded perpendicularly to the flanges of the steel beam (6) and steel column (5) at the beam-column joint.
4. The prefabricated recoverable functional steel frame-support system according t¢/508574 claim 1, characterized in that the upper connecting piece (303) is composed of an -shaped support piece (303-1) and a vertical connecting plate (303-2);after two |-shaped support pieces (303-1) are fixedly connected, the vertical connecting plate (303-2) is welded to each I-shaped support piece (303-1), and a connection hole for the support rod sleeve (302) is provided on the vertical connecting plate (303-2); the |-shaped support piece (303-1) is made of angle steel or two steel plates welded vertically, with holes opened at the tips and backs of the angle steel or on the two steel plates.
5. The prefabricated recoverable functional steel frame-support system according to claim 1, characterized in that profiled steel plates (406) are welded at the ends of both sides of the floor slab (4), and in adjacent floor slabs (4), one slab’s (4) profiled steel plates (406) on both sides form a closing structure (407), while the other slab’s (4) profiled steel plates (406) on both sides form an opening structure (408) that cooperates with the closing structure (407);the two slabs (4) interlock and engage with each other through the closing structure (407) fitting into the opening structure (408).
6. The prefabricated recoverable functional steel frame-support system according to claim 1, characterized in that the bolts of the connecting web splicing plate (104) are friction-type high-strength bolts (105) for web shear resistance.
LU508574A 2024-10-16 2024-10-16 A prestressed joint connection of the prefabricated recoverable functional steel frame-support system LU508574B1 (en)

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Application Number Priority Date Filing Date Title
LU508574A LU508574B1 (en) 2024-10-16 2024-10-16 A prestressed joint connection of the prefabricated recoverable functional steel frame-support system

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
LU508574A LU508574B1 (en) 2024-10-16 2024-10-16 A prestressed joint connection of the prefabricated recoverable functional steel frame-support system

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LU508574B1 true LU508574B1 (en) 2025-04-23

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