A box-type steel beam and double steel plate composite wall structure based on perfusion concrete

Abstract

The utility model discloses a box type steel beam and double steel plate combined wall structure based on perfusion concrete, including steel plate wall component and box type beam component, the both ends of box type beam component are connected on steel column, and set up the compartment board in box type beam component, the compartment board divides the inner chamber of box type beam component and separates into pouring area and non - pouring area, the top and bottom of steel plate wall component are fixedly connected with box type beam component respectively, steel plate wall component includes steel plate frame, vertical rib, shear bolt and counter pull spare, and vertical rib is fixedly set up in steel plate frame, a plurality of shear bolts are arranged on the inner wall of steel plate frame, and a plurality of counter pull spares are fixedly set up on steel plate frame, and counter pull spare passes through the inner chamber of steel plate frame, a plurality of pouring holes are set up in the upper and lower ends of box type beam component, and the inner chamber of steel plate wall component and box type beam component is linked together through pouring hole. The structure can solve the problem that the concrete pouring in steel plate wall is not dense, can not influence the structural strength of structural steel beam, and guarantees the overall stability of structure.

Description

Technical Field

[0001] This utility model relates to the field of steel plate wall construction technology, specifically to a box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete. Background Technology

[0002] In existing steel plate wall construction, the common method is to weld the top and bottom ends of the steel plate wall to the structural H-beams for fixed connection. After welding, the assembled steel plate wall forms a closed structure. At this point, the problem of how to pour concrete needs to be addressed. One method is to cut holes in the steel plate and pour concrete, then close the plate afterward. However, this makes it difficult to ensure a dense top layer of concrete, reducing structural strength. Another method is to cut holes in the lower flange of the H-beam and then pour concrete. This solves the problem of insufficient concrete density, but it affects the load-bearing capacity of the structural steel beams, reducing structural strength. Therefore, neither method of cutting holes at the top or bottom can guarantee the overall structural strength after connection. Utility Model Content

[0003] The purpose of this invention is to provide a box-shaped steel beam and double steel plate composite wall structure based on cast-in-place concrete. This structure can solve the problem in the prior art that the steel plate wall and the structural H-shaped steel beam cannot meet the structural strength requirements after welding.

[0004] To achieve the above objectives, the present invention adopts the following technical solution:

[0005] A box-shaped steel beam and double steel plate composite wall structure based on cast-in-place concrete includes steel plate wall components and box-shaped beam components. The two ends of the box-shaped beam components are fixedly connected to steel columns. A partition plate is installed inside the box-shaped beam components, dividing the inner cavity of the box-shaped beam components into a cast-in-place zone and a non-cast-in-place zone. The top and bottom of the steel plate wall components are fixedly connected to the box-shaped beam components. The steel plate wall components include a steel plate frame, vertical ribs, shear bolts, and tie rods. The vertical ribs are fixedly installed within the steel plate frame. Several shear bolts are arranged on the inner wall of the steel plate frame. Multiple tie rods are fixedly installed on the steel plate frame, passing through the inner cavity of the steel plate frame. Multiple casting holes are provided at the upper and lower ends of the box-shaped beam components, connecting the inner cavities of the steel plate wall components and the box-shaped beam components through these casting holes.

[0006] Preferably, the steel plate frame is a rectangular hollow frame structure formed by welding and splicing multiple steel plates; the top and bottom of the steel plate frame are fixedly installed on the box beam component by welding.

[0007] Preferably, two vertical ribs are provided, which are arranged along the entire length of the steel plate frame, dividing the inner cavity of the steel plate frame into three areas.

[0008] Preferably, a number of shear bolts are staggered and arranged on the two opposite inner sidewalls of the steel plate frame.

[0009] Preferably, a plurality of mounting holes are provided on the steel plate frame, and the tie members are installed in the mounting holes and fixed to the steel plate frame by welding.

[0010] Preferably, the distance between the tie member and the end of the steel plate frame is no more than 300mm; the vertical interval between two adjacent tie members is no more than 800mm; and the horizontal interval between two adjacent tie members is no more than 600mm.

[0011] Preferably, the distance between the vertical rib and the end of the steel plate frame is no more than 250mm.

[0012] A construction method for a box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete, the construction method comprising the following steps:

[0013] Step 1: Steel plate wall component installation. Hoist the assembled steel plate wall components to the corresponding floor position, adjust the vertical angle of the steel plate wall components, and install and fix them.

[0014] Step 2: Installation of box girder components. Hoist the box girder components to the corresponding floor positions and fix both ends of the box girder components to the steel columns; then fix the top of the steel plate wall components to the bottom of the box girder components.

[0015] Step 3: Concrete pouring. C50 self-compacting concrete is poured into the inner cavity of the box girder and steel plate wall components through multiple pouring holes. During the pouring process, the concrete is vibrated by tapping. After every 2 meters of pouring, workers use rubber mallets to tap the surface of the steel plate wall components.

[0016] Preferably, in step one, the bottom of the steel plate wall component is fixedly connected to the box beam component by full welding; the side of the steel plate wall component is fixedly connected to the steel column.

[0017] In this invention, the vertical ribs increase the structural strength of the steel plate frame, enabling the entire composite wall to withstand greater vertical and horizontal loads. The stable connection between the box girder members and the steel plate wall members, as well as the reasonable partitioning of the box girder's inner cavity by the compartment plates, optimize the structural force transmission path and improve load-bearing performance.

[0018] Steel plate wall components and box girder components can be prefabricated in the factory and then transported to the construction site for installation using tower cranes. For steel plate wall components, tower cranes are used to lift and adjust the angle before fixing them, making the operation relatively simple. For box girder components, both ends are fixedly connected to steel columns to form a stable system before being connected to the top of the steel plate wall components. This clear construction process significantly shortens the on-site construction period.

[0019] By setting multiple pouring holes at both ends of the box girder member, self-leveling pouring of concrete from the box girder member into the inner cavity of the steel plate wall member was achieved. This pouring method does not require complex pumping equipment; the C50 self-compacting concrete can fill the entire structural cavity solely through gravity. Furthermore, the compaction of the concrete can be ensured by tapping during the pouring process. Attached Figure Description

[0020] Figure 1 This is a schematic diagram of the overall structure of this utility model under construction conditions;

[0021] Figure 2 This is a schematic diagram of the concrete pouring process for connecting the box girder component and the steel plate wall component of this utility model.

[0022] Figure 3 This is a schematic cross-sectional view of the steel plate wall component of this utility model;

[0023] In the diagram: 1. Steel plate wall component; 2. Box girder component; 3. Steel column; 4. Compartment plate; 5. Casting hole; 10. Steel plate frame; 11. Vertical rib; 12. Shear bolt; 13. Tie member. Detailed Implementation

[0024] The present invention will be further described below with reference to the accompanying drawings:

[0025] like Figures 1 to 3 The diagram illustrates a box-shaped steel beam and double steel plate composite wall structure based on cast-in-place concrete. It includes a steel plate wall component 1 and a box-shaped beam component 2. Both ends of the box-shaped beam component 2 are fixedly connected to steel columns 3. A partition plate 4 is installed inside the box-shaped beam component 2, dividing its interior into a cast-in-place zone and a non-cast-in-place zone. No concrete is poured in the non-cast-in-place zone. The length of the cast-in-place zone is the same as the width of the steel plate wall component 1.

[0026] The top and bottom of the steel plate wall component 1 are fixedly connected to a box beam component 2 by full welding. The steel plate wall component 1 includes a steel plate frame 10, vertical ribs 11, shear bolts 12, and tie rods 13.

[0027] The steel plate frame 10 is a rectangular hollow frame structure assembled by welding multiple steel plates. This frame structure has only two openings: the top and the bottom. The top and bottom of the steel plate frame 10 are fixedly installed on the box girder member 2 by welding.

[0028] Vertical ribs 11 are fixedly installed inside the steel plate frame 10 by welding. Two vertical ribs 11 are provided, and the two vertical ribs 11 are arranged along the height direction of the steel plate frame 10, dividing the inner cavity of the steel plate frame 10 into three areas. The vertical ribs 11 increase the structural strength of the steel plate frame 10. The distance between the vertical ribs 11 and the ends of the steel plate frame 10 is no more than 250mm.

[0029] Several shear bolts 12 are arranged on the inner wall of the steel plate frame 10. Two adjacent shear bolts 12 arranged on the same side of the steel plate frame 10 are spaced 200mm apart and staggered on opposite sides. The length of the shear bolt 12 is 100mm.

[0030] Multiple tie rods 13 are fixedly installed on the steel plate frame 10, passing through the inner cavity of the steel plate frame 10. Multiple mounting holes penetrating both sides of the steel plate frame 10 are provided on the steel plate frame 10, and the tie rods 13 are installed in these holes. The tie rods 13 are steel bars with a diameter not less than C14, and their two ends are fixed to the steel plate frame 10 by welding. The distance between the tie rods 13 and the ends of the steel plate frame 10 is not greater than 300mm; the vertical spacing between two adjacent pairs of tie rods 13 is not greater than 800mm; and the horizontal spacing between two adjacent pairs of tie rods 13 is not greater than 600mm.

[0031] Multiple pouring holes 5 are provided at the upper and lower ends of the box girder member 2, and the inner cavities of the steel plate wall member 1 and the box girder member 2 are connected through the pouring holes 5. During operation, concrete is poured into the box girder member 2 through the pouring holes 5 located at the top of the box girder member 2, and the concrete then flows into the steel plate wall member 1 through the pouring holes 5 located at the bottom of the box girder member 2 until the entire inner cavity of the steel plate wall member 1 is filled.

[0032] The specific construction method includes the following steps:

[0033] Step 1: Installation of steel plate wall component 1. A tower crane is used to hoist the assembled steel plate wall component 1 to the corresponding floor position. The vertical angle of steel plate wall component 1 is adjusted and it is then installed and fixed. The position, verticality, horizontality, and gaps of steel plate wall component 1 are checked. Welding begins after the specifications are met. After welding, spatter is cleaned and ground away, and mounting plates, lifting lugs, etc., are removed. Flaw detection is performed, and after passing inspection, anti-rust primer and intermediate paint are applied. The bottom of steel plate wall component 1 is fixedly connected to box girder component 2 by full welding; the sides of steel plate wall component 1 are fixedly connected to steel columns 3.

[0034] Step 2: Install box girder component 2. Use a tower crane to lift box girder component 2 to the corresponding floor position. Fix both ends of box girder component 2 to steel column 3 to form a stable structural system. Then fix the top of steel plate wall component 1 to the bottom of box girder component 2.

[0035] Step 3: Concrete pouring. C50 self-compacting concrete is poured into the inner cavities of box girder member 2 and steel plate wall member 1 through multiple pouring holes. The spread is required to be between 600mm and 650mm. During the pouring process, vibration is used by tapping. After every 2 meters of pouring, workers tap the surface of steel plate wall member 1 with a rubber mallet. After pouring, the loose dust around the reserved holes is cleaned in time to ensure that there is no contamination before the next steel plate wall member 1 is installed. After the concrete has gained strength, a tapping inspection is carried out to check whether the concrete in the cavity has been poured densely.

[0036] The above embodiments are merely illustrative of the concept and implementation of this utility model, and are not intended to limit it. Under the concept of this utility model, the technical solutions without substantial changes are still within the scope of protection.

Claims

1. A box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete, characterized in that: The system includes a steel plate wall component (1) and a box girder component (2). The two ends of the box girder component (2) are fixedly connected to steel columns (3). A compartment plate (4) is provided inside the box girder component (2). The compartment plate (4) divides the inner cavity of the box girder component (2) into a cast-in-place area and a non-cast-in-place area. The top and bottom of the steel plate wall component (1) are fixedly connected to the box girder component (2). The steel plate wall component (1) includes a steel plate frame (10), vertical ribs (11), shear bolts (12), and tie rods. (13) The vertical rib (11) is fixedly installed inside the steel plate frame (10); a number of shear bolts (12) are arranged on the inner wall of the steel plate frame (10); multiple tie rods (13) are fixedly installed on the steel plate frame (10), and the tie rods (13) pass through the inner cavity of the steel plate frame (10); multiple casting holes (5) are provided at the upper and lower ends of the box beam member (2); the inner cavities of the steel plate wall member (1) and the box beam member (2) are connected through the casting holes (5).

2. The box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete according to claim 1, characterized in that: The steel plate frame (10) is a rectangular hollow frame structure formed by welding multiple steel plates together; the top and bottom of the steel plate frame (10) are fixedly installed on the box beam member (2) by welding.

3. The box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete according to claim 1 or 2, characterized in that: Two vertical ribs (11) are provided, and the two vertical ribs (11) are arranged along the height direction of the steel plate frame (10) to divide the inner cavity of the steel plate frame (10) into three areas.

4. The box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete according to claim 1, characterized in that: Several shear bolts (12) are staggered on the two inner sidewalls opposite to each other of the steel plate frame (10).

5. The box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete according to claim 1, 2 or 4, characterized in that: Multiple mounting holes are provided on the steel plate frame (10), and the tie rod (13) is installed in the mounting holes. The tie rod (13) is fixed to the steel plate frame (10) by welding.

6. The box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete according to claim 5, characterized in that: The distance between the tie member (13) and the end of the steel plate frame (10) is no greater than 300mm; the vertical interval between two adjacent tie members (13) is no greater than 800mm; and the horizontal interval between two adjacent tie members (13) is no greater than 600mm.

7. The box-type steel beam and double steel plate composite wall structure based on cast-in-place concrete according to claim 1, characterized in that: The distance between the vertical rib (11) and the end of the steel plate frame (10) is no more than 250mm.

Images