Connecting method of super-long super-high filling wall construction column and roof steel structure truss

Abstract

The application discloses a connecting method of a super-long and super-high filling wall structure column and a roof steel structure truss, solves the problem of how to construct a super-high and super-long secondary structure filling wall which is reliably connected with a roof, and achieves the following effects: after a primary structure concrete frame and a roof steel structure truss of a venue are completed, and left filling wall masonry and right filling wall masonry are built, a pre-pouring space of a secondary structure column is arranged between the left filling wall masonry and the right filling wall masonry, then, a one-time pouring system of the pre-poured secondary structure column and the pre-poured concrete top pressing beam is constructed, an I-beam is laid horizontally and is pre-buried in the pouring space of the concrete top pressing beam, a T-shaped concrete beam-column connecting structure with the horizontally-laid semi-pre-buried I-beam is formed through one-time pouring of the cast-in-situ concrete of the beam and the column, the roof steel structure truss is welded and connected with the I-beam, and the stability and the earthquake resistance of the whole masonry are ensured.

Description

Technical Field

[0001] This invention relates to a secondary structural infill wall in a sports stadium with a steel truss roof, and particularly to a method for constructing ultra-high and ultra-long secondary structural infill wall columns connected to the roof steel truss. Background Technology

[0002] Some large sports stadiums employ a concrete frame structure with a steel truss roof. To accommodate functional zoning within the stadium, secondary structural masonry infill walls, approximately 60 meters long and 10 meters high, are installed between the primary concrete frame structure. These infill walls serve to enclose and divide the interior space. Secondary structural columns are incorporated within these infill walls, requiring reliable connections to the roof's steel truss structure to ensure the stability of the infill walls and the entire structure, meeting seismic resistance requirements. Currently, all existing secondary structural infill walls are located within the concrete frame... A gap of about 200 mm is reserved at the top of the infill wall directly below the bottom of the slab or the bottom of the beam. This gap is filled with small blue bricks. However, when the roof of a large stadium is a steel truss structure, there is no primary structural concrete beam or slab at the top of the secondary wall. After the infill wall is completed, a concrete capping needs to be installed on top of it to reliably connect it with the steel truss structure of the roof. When the secondary structure infill wall is too high and too long, how to construct the cast-in-place concrete beam at the top of the infill wall and how to complete the concrete pouring of the secondary structure column has become a major challenge in on-site construction. Summary of the Invention

[0003] This invention provides a method for connecting ultra-long and ultra-high infill wall structural columns with roof steel trusses, solving the technical problem of reliable connection between ultra-high and ultra-long secondary structure infill wall structural columns and steel truss roof.

[0004] The present invention solves the above technical problems through the following technical solutions: The overall concept of this invention is as follows: After the primary structural concrete frame and roof steel truss of the stadium are completed, and the masonry of the left and right infill walls is finished, a pre-cast space for secondary structural columns is created between the left and right infill walls. A one-time casting system for the pre-cast secondary structural columns and pre-cast concrete capping beams is constructed first, with an I-beam laid horizontally and embedded in the concrete capping beam. Within the casting space, the roof steel truss and the horizontal I-beams are welded together by pouring concrete for the capping beams and secondary structural columns in one go. The web of the horizontal I-beams is then embedded in the concrete capping beams at the top of the structural columns, thus constructing a concrete T-shaped structural column with embedded horizontal I-beams. This greatly enhances the stable connection between the ultra-high and ultra-long infill wall and the roof steel truss, ensuring the stability and seismic resistance of the ultra-long and ultra-high infill wall.

[0005] A method for connecting an ultra-long and ultra-high infill wall structural column to a roof steel truss includes a left primary structural concrete frame and a right primary structural concrete frame. A roof steel truss has been erected between the tops of the left and right primary structural concrete frames. Longitudinal beams of the steel truss are provided within the roof steel truss. Masonry work on the left and right infill walls has been completed between the left and right primary structural concrete frames. A pre-cast space for the secondary structural column is reserved between the left and right infill wall masonry sections. The method is characterized by the following steps: Step 1: Fabricate an I-beam according to the distance between the left and right primary structural concrete frames, and set through holes at intervals on the web of the I-beam. The second step is to hoist the I-beams processed in the first step and lay them flat on the left side of the infill wall masonry, the pre-cast space of the secondary structural column, and directly above the right side of the infill wall masonry, so that the web of the I-beams is set horizontally and the two flanges of the I-beams are set vertically. The left end of the I-beams is fixedly connected to the left side of the primary structural concrete frame, and the right end of the I-beams is fixedly connected to the right side of the primary structural concrete frame. The third step is to erect a tie-beam formwork for the precast capping beam between the two flanges of the I-beam and the top of the infill wall masonry. Step 4: On both sides of the pre-cast space of the secondary structural column, erect the tie-locking column formwork of the pre-cast secondary structural column, and connect the pre-cast space of the secondary structural column with the pre-cast space of the concrete capping beam to form a closed cast-in-place concrete pouring space. Step 5: The closed cast-in-place concrete pouring space formed in Step 4 is poured with concrete in one go. The specific steps are as follows: the concrete is poured into the space between the two flanges above the web of the horizontal I-beam. The poured concrete first enters the two tie-beam formwork below the web through the through holes set at intervals on the web, and then enters the tie-beam formwork of the secondary structural column. When the pre-poured space of the secondary structural column and the pre-poured space of the concrete capping beam are filled with concrete, and the space between the two flanges of the I-beam above the web is filled with concrete, the pouring of concrete is stopped, thus constructing a concrete T-shaped structural column with the horizontal I-beam embedded in the pre-cast beam. Step 6: After the concrete poured in step 5 has set, weld the longitudinal beams of the steel truss and the outer facade of the flange plates of the I-beams together, thus connecting the roof steel truss with the concrete T-shaped structural columns.

[0006] First, weld the truss stiffening plate onto the front flange of the I-beam crossbeam, and then weld the upper part of the truss stiffening plate to the longitudinal beam of the steel truss.

[0007] Temporary grouting ports are set on the tie-lock column formwork. Before proceeding to the fifth step, concrete is poured and vibrated in the pre-casting space of the secondary structure column through the temporary grouting ports. Then, after sealing the temporary grouting ports, the fifth step is carried out.

[0008] The pre-cast space (3) of the secondary structural column is provided with internal steel bars. Before the third step is carried out, the top of the internal steel bars of the structural column is welded to the web plate (9).

[0009] This invention addresses the challenge of connecting the secondary structural columns in ultra-long and ultra-high secondary structural masonry walls of stadiums with steel truss roofs to the roof steel truss. It constructs a cast-in-place concrete capping beam, embedding the web of a horizontal I-beam within it. This innovative approach allows for a one-time concrete pouring of the beam and column. The flanges of the horizontal I-beams exposed on the front and rear facades of the concrete capping beam can be easily and reliably welded to the longitudinal beams of the steel truss, achieving a firm connection between the secondary structural columns and the roof steel truss. This significantly improves the stability and seismic resistance of ultra-long and ultra-high secondary structural infill walls. Attached Figure Description

[0010] Figure 1 This is a schematic diagram of the structure of the present invention; Figure 2 This is a schematic diagram of the structure after the capping beam and structural column of the present invention have been cast. Detailed Implementation

[0011] The present invention will now be described in detail with reference to the accompanying drawings: A method for connecting an ultra-long and ultra-high infill wall structural column to a roof steel truss includes a left primary structural concrete frame 5 and a right primary structural concrete frame 6. A roof steel truss has been erected between the top of the left primary structural concrete frame 5 and the top of the right primary structural concrete frame 6. A steel truss longitudinal beam 7 is installed within the roof steel truss. Left infill wall masonry 1 and right infill wall masonry 2 have been constructed between the left primary structural concrete frame 5 and the right primary structural concrete frame 6. A pre-cast space 3 for the secondary structural column is reserved between the left infill wall masonry 1 and the right infill wall masonry 2. The method is characterized by the following steps: Step 1: Based on the distance between the left primary structural concrete frame 5 and the right primary structural concrete frame 6, fabricate an I-beam beam 4 and set through holes 10 at intervals on the web plate 9 of the I-beam beam 4. The second step is to hoist the I-beam 4, which has been processed in the first step, and lay it flat on the left side of the infill wall masonry 1, the pre-cast space 3 of the secondary structure column, and the right side of the infill wall masonry 2, so that the web plate 9 of the I-beam 4 is set horizontally and the two flange plates of the I-beam 4 are set vertically. The left end of the I-beam 4 is fixedly connected to the left side of the primary structure concrete frame 5, and the right end of the I-beam 4 is fixedly connected to the right side of the primary structure concrete frame 6. The third step is to erect the tie-beam formwork 11 for the precast capping beam between the two flange plates of the I-beam 4 and the top of the infill wall masonry. Step 4: On the front and back sides of the pre-cast space 3 of the secondary structural column, erect the tie-locking column formwork 12 of the pre-cast secondary structural column, and connect the pre-cast space 3 of the secondary structural column with the pre-cast space 8 of the concrete capping beam to form a closed cast-in-place concrete pouring space. The fifth step is to pour concrete in one go into the closed cast-in-place concrete pouring space formed in the fourth step. The specific steps are as follows: pour concrete into the space between the two flanges above the web plate 9 of the horizontal I-beam 4. The poured concrete first enters the two tie-beam formwork 11 below the web plate 9 through the through holes 10 set at intervals on the web plate 9, and then enters the tie-beam formwork 12 of the secondary structure column. When the pre-poured space 3 of the secondary structure column and the pre-poured space 8 of the concrete capping beam are filled with concrete, and the space between the two flanges of the I-beam 4 above the web plate 9 is filled with concrete, stop pouring concrete, thus constructing a concrete T-shaped structural column with the horizontal I-beam 4 embedded in it. Step 6: After the concrete poured in step 5 has set, weld the longitudinal beam 7 of the steel truss in the roof steel structure truss to the outer facade of the flange plate of the I-beam crossbeam 4, thus realizing the connection between the roof steel structure truss and the concrete T-shaped structural column.

[0012] After the concrete 13 has set, remove the tie-beam formwork 11 and tie-beam column formwork 12; first weld the truss stiffening plate 14 onto the front flange of the I-beam beam 4, and then weld the upper part of the truss stiffening plate 14 to the longitudinal beam 7 of the steel truss.

[0013] During on-site construction, temporary grouting ports can be set on the tie-lock column formwork 12. Before proceeding to the fifth step, concrete can be poured and vibrated in the pre-casting space 3 of the secondary structure column through the temporary grouting ports. Then, after sealing the temporary grouting ports, the fifth step can be carried out to improve the efficiency of concrete pouring.

[0014] Reinforcing bars are installed in the pre-cast space 3 of the secondary structural column. Before the third step, the top of the reinforcing bars in the structural column is welded to the web 9 so that the reinforcing bar system in the beam and column becomes a whole.

[0015] A connection node structure between an infill wall structural column and a roof steel truss includes a left primary structural concrete frame 5 and a right primary structural concrete frame 6. A roof steel truss is installed between the top of the left primary structural concrete frame 5 and the top of the right primary structural concrete frame 6. A steel truss longitudinal beam 7 is installed within the roof steel truss. The main structure of the stadium of this invention adopts a cast-in-place concrete frame structure. The roof steel truss is installed at the top of the cast-in-place concrete primary frame structure. After the above work is completed, the masonry work of the secondary structural masonry wall is carried out. The masonry work of the secondary structural masonry wall is completed, and the secondary structural masonry wall... Before the secondary structural columns are constructed, the technical solution of this invention is implemented; between the left primary structural concrete frame 5 and the right primary structural concrete frame 6, a left infill wall masonry 1 and a right infill wall masonry 2 are provided; between the left infill wall masonry 1 and the right infill wall masonry 2, a pre-casting space 3 for the secondary structural columns is provided; directly above the left infill wall masonry 1, the pre-casting space 3 for the secondary structural columns, and the right infill wall masonry 2, a pre-casting space 8 for a concrete capping beam is provided; within the pre-casting space 8 of the concrete capping beam, a horizontally laid I-beam beam 4 is provided, wherein the horizontally laid I-beam beam 4 is positioned with its web horizontally placed, and the I-beam beam... The top flange of the I-beam 4 is positioned directly above the front facade of the infill wall masonry, while the bottom flange of the I-beam 4 is positioned directly above the rear facade of the infill wall masonry. The left end of the I-beam 4 is mounted on the left-side primary structural concrete frame 5, and the right end is mounted on the right-side primary structural concrete frame 6, thus supporting the I-beam 4 on both sides of the primary structural concrete frames. Through holes 10 are spaced apart on the horizontal web 9 of the I-beam 4. These through holes allow the cast-in-place concrete to pass through and enter below the horizontal web 9 of the I-beam 4, and subsequently into the secondary structural columns. In the pre-casting space of the pre-cast space and the pre-casting space of the concrete capping beam below the I-beam 4, a tie-locking beam template 11 for the pre-cast capping beam is set between the flange plate of the I-beam 4 and the top of the infill wall masonry. On the front and rear sides of the pre-casting space 3 of the secondary structure column, a tie-locking column template 12 for the pre-cast secondary structure column is set. The top of the closed column template 12 is attached to the outside of the flange plate of the I-beam 4. The pre-casting space 3 of the secondary structure column and the pre-casting space (8) of the concrete capping beam together form a closed cast-in-place concrete pouring space. Concrete 13 is poured in place at one time in this cast-in-place concrete pouring space.

[0016] The concrete poured inside the I-beam beam 4 above the web 9 and the concrete poured below the web 9 together form a concrete capping beam. The concrete capping beam and the secondary structural columns form a one-time cast T-shaped concrete beam-column connection structure. This cast-in-place T-shaped concrete structure plays a good role in stabilizing the ultra-long and ultra-high secondary structural masonry wall, and the partially exposed I-beam beam 4 provides a prerequisite for welding connection with the roof steel truss.

[0017] A truss stiffening plate 14 is welded to the front flange plate of the I-beam beam 4. The upper part of the truss stiffening plate 14 is welded to the longitudinal beam 7 of the steel structure truss, thereby realizing a reliable connection between the secondary structure column and the roof steel structure truss.

[0018] Temporary grouting ports are set on the tie-lock column formwork 12. Before proceeding to the sixth step, concrete is poured and vibrated in the pre-casting space 3 of the secondary structural column through the temporary grouting ports. Then, after sealing the temporary grouting ports, the sixth step is carried out. The pouring of cast-in-place concrete is completed in sections at one time, which improves the pouring efficiency and the density of the concrete. Reinforcing bars are set in the pre-casting space 3 of the secondary structural column. When the third step is carried out, the top of the reinforcing bars in the structural column is welded to the web plate 9, so that the reinforcing bars in the structural column, the embedded I-beam beams 4 and the roof steel truss form a complete steel frame system.

Claims

1. A method for connecting an ultra-long and ultra-high infill wall structural column to a roof steel structure truss, comprising a left primary structural concrete frame (5) and a right primary structural concrete frame (6), wherein a roof steel structure truss has been erected between the top of the left primary structural concrete frame (5) and the top of the right primary structural concrete frame (6), and a steel structure truss longitudinal beam (7) is provided in the roof steel structure truss; wherein a left infill wall masonry (1) and a right infill wall masonry (2) have been completed between the left primary structural concrete frame (5) and the right primary structural concrete frame (6), and a pre-cast space (3) for a secondary structural column is reserved between the left infill wall masonry (1) and the right infill wall masonry (2); characterized in that The following steps: Step 1: Based on the distance between the left primary structural concrete frame (5) and the right primary structural concrete frame (6), process an I-beam (4) and set through holes (10) at intervals on the web (9) of the I-beam (4). The second step is to hoist the I-beam (4) processed in the first step and lay it flat on the left side of the infill wall masonry (1), the pre-cast space (3) of the secondary structure column and the right side of the infill wall masonry (2), so that the web (9) of the I-beam (4) is set horizontally and the two flanges of the I-beam (4) are set vertically. The left end of the I-beam (4) is fixedly connected to the left side of the primary structure concrete frame (5), and the right end of the I-beam (4) is fixedly connected to the right side of the primary structure concrete frame (6). Step 3: Between the two flange plates of the I-beam (4) and the top of the infill wall masonry, erect the tie-beam formwork (11) for the precast capping beam. Step 4: On the front and back sides of the pre-cast space (3) of the secondary structure column, erect the tie-lock column formwork (12) of the pre-cast secondary structure column, and connect the pre-cast space (3) of the secondary structure column with the pre-cast space (8) of the concrete capping beam to form a closed cast-in-place concrete pouring space. The fifth step is to pour concrete into the closed cast-in-place concrete pouring space formed in the fourth step. The specific steps are as follows: pour concrete into the space between the two flanges above the web plate (9) of the horizontal I-beam (4). The poured concrete enters the two tie-beam formwork (11) below the web plate (9) through the through holes (10) set at intervals on the web plate (9), and then enters the tie-beam formwork (12) of the secondary structure column. When the pre-poured space (3) of the secondary structure column and the pre-poured space (8) of the concrete capping beam are filled with concrete, and the space between the two flanges of the I-beam (4) above the web plate (9) is filled with concrete, stop pouring concrete, and thus construct a concrete T-shaped structural column with the horizontal I-beam (4) embedded in it. Step 6: After the concrete poured in step 5 has set, weld the longitudinal beam (7) of the steel truss in the roof steel structure truss to the outer facade of the flange plate of the I-beam (4) to achieve the connection between the roof steel structure truss and the concrete T-shaped structural column.

2. The method for connecting ultra-long and ultra-high infill wall structural columns and roof steel structure trusses according to claim 1, characterized in that, First, weld the truss stiffening plate (14) onto the front flange plate of the I-beam (4), and then weld the upper part of the truss stiffening plate (14) to the longitudinal beam (7) of the steel structure truss.

3. A method for connecting an ultra-long and ultra-high infill wall structural column to a roof steel structure truss according to claim 1 or 2, characterized in that, Temporary grouting ports are set on the tie-lock column template (12). Before proceeding to the fifth step, concrete is poured and vibrated in the pre-casting space (3) of the secondary structure column through the temporary grouting ports. Then, after sealing the temporary grouting ports, the fifth step is carried out.

4. A method for constructing an ultra-high secondary infill wall connected to a roof steel structure truss according to claim 1 or 2, characterized in that, The pre-cast space (3) of the secondary structural column is provided with internal steel bars. Before the third step, the top of the internal steel bars of the structural column is welded to the web (9).

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