Self-resetting fabricated steel frame-concrete wall structure

Abstract

The utility model discloses a self-resetting assembly type steel frame-concrete wall structure, relates to the field of steel-concrete building structures, and aims to solve the problems that an existing assembly type wall structure is easily affected by earthquakes to be damaged and is inconvenient to repair. The concrete wall body is installed and fixed through the connecting rods, splicing construction is achieved, the stress performance can be guaranteed, deformation under the earthquake action is resisted through the energy dissipation devices, self-resetting can be achieved, the repair construction period is shortened, and economical efficiency is improved.

Description

Technical Field

[0001] The utility model relates to the field of steel-concrete building structures, in particular to a self-resetting assembled steel frame-concrete wall structure. Background Art

[0002] Prefabricated buildings can recycle and reuse building materials, greatly improving material utilization efficiency and reducing energy consumption. Steel structure is a typical prefabricated building. Not only can the components be prefabricated in the factory and then directly assembled on the construction site, but it can also significantly shorten the construction period, reduce environmental pollution, and improve construction quality and efficiency. There are still some shortcomings in the prefabricated walls of steel structures. For the prefabricated walls in steel structures, they should not only be able to withstand horizontal and vertical loads, be lightweight and energy-saving, but also be able to work in coordination with the steel structure system to resist earthquakes. At present, tests have been conducted on the collaborative working performance of different forms of embedded walls, such as block infill walls, concrete shear walls, steel plate shear walls, etc. with steel frames. Most test results show that the walls have problems such as heavy weight, low bearing capacity, and poor coordination with steel frames.

[0003] Light steel building structures have many advantages, such as rich shapes, excellent mechanical properties, easy disassembly and assembly, green environmental protection, and high degree of assembly. Due to the defects of light steel materials themselves and the imperfect development of light steel building system technology, steel frame wall structures have only been developed and applied to low-rise building structures. After exceeding a certain height, the stress of the structure will be challenged. For steel frame wall structures, the connection method between the wall and the steel frame, the wall material, the aspect ratio of the wall, and the screw spacing and other parameters will affect the stress of the structure. In traditional steel frame wall structures, although pull-out connectors can be set to improve the shear resistance of the wall, when the structure is subjected to earthquakes, the pull-out connectors will also be damaged, such as the pull-out damage of self-tapping screws and the shear damage of studs, which will affect the durability of the structure. In addition, steel plates are also prone to material buckling deformation under earthquakes, causing the structural bearing capacity to drop suddenly. However, if the structure is damaged, the replacement of pre-embedded steel in the wall structure is very cumbersome, time-consuming, labor-intensive, and uneconomical. Moreover, due to the different stiffness, delamination is likely to occur between the interface where the steel and concrete are bonded, which is detrimental to the structure. In addition, under the action of earthquake force, the steel frame nodes are prone to shear fatigue failure due to inertia force, which is not conducive to the repair of the structure after the earthquake. Once the material is damaged, the replacement performance is poor, the repair construction period is long, the economy is poor, and the stress performance is poor. In addition, because the strength of the steel frame wall will drop suddenly when it is subjected to earthquake, it is difficult to apply it to high-rise buildings. Utility Model Content

[0004] The purpose of the present utility model is to address the defects existing in the prior art and provide a self - resetting prefabricated steel frame - concrete wall structure. A space for accommodating a concrete wall is formed by combining concrete - filled steel tubes with I - shaped steel beams. The concrete wall is installed and fixed through connecting rods, realizing assembled construction, ensuring mechanical properties, using energy - dissipating devices to resist deformation under earthquake action, being able to achieve self - resetting, reducing the repair construction period, and improving economy.

[0005] To achieve the above - mentioned purpose, the following technical solutions are adopted:

[0006] A self - resetting prefabricated steel frame - concrete wall structure, comprising:

[0007] Concrete - filled steel tubes, prestressed tendons are tensioned inside and installed on the ground beam, and two I - shaped steel beams are connected between two concrete - filled steel tubes at intervals.

[0008] A concrete wall, located between two I - shaped steel beams at intervals. Connecting rods are arranged inside the concrete wall. One end of the connecting rod is connected to an I - shaped steel beam above the concrete wall, and the other end is connected to an I - shaped steel beam below the concrete wall.

[0009] Energy - dissipating devices, there are multiple of them, respectively arranged between the I - shaped steel beam below the concrete wall and the ground beam, and between the concrete wall and the concrete - filled steel tube.

[0010] Further, the concrete - filled steel tube includes an inner circular steel tube and an outer square steel tube sleeved outside the inner circular steel tube. Multiple stiffening rib plates are arranged on the outer circumferential wall of the inner circular steel tube, and concrete is filled between the inner circular steel tube and the outer square steel tube.

[0011] Further, multiple steel - bar reserved holes are arranged on the stiffening rib plates along the axial direction of the inner circular steel tube. Shear - resistant ring steel bars are inserted into the steel - bar reserved holes, and the shear - resistant ring steel bars are integrally sleeved outside the inner circular steel tube.

[0012] Further, the I - shaped steel beams are respectively connected to the concrete - filled steel tubes through L - shaped angle steels. The L - shaped angle steels are fixed to the concrete - filled steel tubes, and the L - shaped angle steels are connected to the steel beams through high - strength bolts.

[0013] Further, one of the I - shaped steel beams above the concrete wall is a U - shaped I - shaped steel beam. Polygonal rib plates are respectively arranged above and below the L - shaped angle steel connected to the U - shaped I - shaped steel beam. The polygonal rib plates are fixed to the concrete - filled steel tubes and are used to abut against the deformed U - shaped I - shaped steel beam.

[0014] Further, connecting rod holes for the connecting rods to pass through are opened on the flanges of the I - shaped steel beams, and guide rod holes for the connecting rods to pass through are arranged inside the concrete wall.

[0015] Furthermore, a friction pad is provided between the I-beam and the concrete wall, two sides of the friction pad are respectively fitted to the I-beam and the concrete wall, and the connecting rod passes through the friction pad.

[0016] Furthermore, the energy absorbing device includes a U-shaped base and a reset spring located in the U-shaped base, the axis of the reset spring of the energy absorbing device located between the I-beam and the ground beam under the concrete wall is vertically distributed, and the axis of the reset spring of the energy absorbing device located between the concrete wall and the steel tube concrete column is horizontally distributed.

[0017] Furthermore, one side of the U-shaped base of the energy dissipation device located between the I-beam and the ground beam under the concrete wall is abutted against the I-beam, and the other side is fixed to the ground beam; one side of the U-shaped base of the energy dissipation device located between the concrete wall and the steel tube concrete column is abutted against the concrete wall, and the other side is fixed to the steel tube concrete column.

[0018] Furthermore, the ground beam is a steel tube concrete ground beam, the steel tube concrete column is connected to the ground beam through a tie rod and prestressed tendons, and a reinforcing rib is connected between the steel tube concrete column and the ground beam.

[0019] In view of the problem that the current prefabricated wall structure is easily damaged and difficult to repair due to earthquakes, the utility model adopts steel tube concrete columns in combination with I-beams to form a space for accommodating concrete walls. The concrete walls are installed and fixed by connecting rods to achieve assembly construction and ensure force performance. Energy-consuming devices are used to resist deformation under the action of earthquakes and can achieve self-reset, thereby reducing the repair construction period and improving economy.

[0020] The utility model is provided with an energy-consuming device to convert the displacement in the earthquake process into elastic internal energy, which can reduce the inelastic deformation of the structure and promote the self-reset of the structure after the earthquake.

[0021] The utility model relates to an I-beam connected by high-strength bolts to form a bolt node, and polygonal ribs are respectively arranged above and below the node position as energy-absorbing steel plates, so that the steel beam can consume seismic energy through a small amount of rotation, giving full play to the advantage of the strong tensile strength of the I-beam, combined with the blocking effect of the polygonal ribs, to prevent the high-strength bolts from being damaged due to the huge shear-torsion effect.

[0022] In the utility model, a stiffening rib is arranged outside the inner circular steel pipe, and anti-shear ring reinforcement is passed through the stiffening rib, so that the internal components of the steel tube concrete column are tightly connected, the slippage of the interface between the steel and the concrete is avoided, and the filling concrete is prevented from being split by the stiffening rib.

[0023] The utility model reduces the deadweight of the structure and improves the bearing capacity of the structure, so it can be applicable to high-rise building structures.

[0024] In the utility model, a friction pad is arranged between the concrete wall and the I-beam, and friction energy dissipation is achieved by using the friction pad, which also avoids shear-tension damage between structural layers caused by uneven stiffness distribution of the concrete wall and the I-beam. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 It is a schematic diagram of a self-resetting assembled steel frame-concrete wall structure in an embodiment of the utility model.

[0026] Figure 2 It is a schematic diagram of an I-beam connecting a concrete-filled steel tube column in an embodiment of the utility model.

[0027] Figure 3 It is a schematic diagram of connecting the steel tube concrete column to the ground beam in the embodiment of the utility model.

[0028] Figure 4 Schematic diagram of L-shaped angle steel in an embodiment of the utility model.

[0029] Figure 5 It is a schematic diagram of a steel tube concrete column in an embodiment of the utility model.

[0030] Figure 6 It is a schematic diagram of the internal structure of the steel tube concrete column in the embodiment of the utility model.

[0031] Figure 7 It is a schematic diagram of the inner circular steel pipe, the stiffening rib plate and the shear ring reinforcement in the embodiment of the utility model.

[0032] Figure 8 It is a schematic diagram of the structure of the energy dissipation device in the embodiment of the utility model.

[0033] Fig. 9 It is a cross-sectional schematic diagram of the ground beam in the embodiment of the utility model.

[0034] Explanation of the numbers (in order of first appearance): 1. Prestressed tendons, 2. Polygonal ribs, 3. High-strength bolts, 4. Connecting rod holes, 5. Sichuan-shaped I-beams, 6. Connecting rods, 7. L-shaped angle steels, 8. Steel tube concrete columns, 9. Concrete walls, 10. Rigid tie rods, 11. Return springs, 12. Energy-absorbing devices, 13. Reinforced ribs, 14. Ground beams, 15. Bolt holes, 16. Tie rod holes, 17. Stiffening ribs, 18. Inner circular steel pipes, 19. Reserved holes for steel bars, 20. Shear ring bars, 21. Filling concrete, 22. External square steel pipes, 23. I-beams, 24. Friction pads. DETAILED DESCRIPTION

[0035] The technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application.

[0036] At present, steel frame walls are mostly used in low-rise building structures. Due to their insufficient earthquake resistance, they are difficult to be used in high-rise buildings. In addition, the practice of pre-embedded steel in the wall structure makes it inconvenient to replace and repair the structure after it is damaged, resulting in a long repair cycle. Based on this, this embodiment provides a self-resetting assembled steel frame-concrete wall structure, which uses steel tube concrete columns 8 combined with I-beams 23 to form a space for accommodating concrete walls 9. The concrete walls 9 are installed and fixed by connecting rods 6 to achieve assembly construction and ensure force performance. The energy-absorbing device 12 is used to resist deformation under earthquake action, and can achieve self-reset, reduce the repair construction cycle, and improve economic efficiency.

[0037] The self-resetting assembled steel frame-concrete wall structure is described in detail below with reference to the accompanying drawings.

[0038] See also Figure 1 The self-resetting assembled steel frame-concrete wall structure mainly includes steel tube concrete columns 8, ground beams 14, I-beams 23, concrete walls 9 and energy-consuming devices 12. The steel tube concrete columns 8 are tensioned with prestressed tendons 1 and installed on the ground beams 14. The two steel tube concrete columns 8 are connected by two I-beams 23 that are spaced apart. Due to its material properties, the steel tube concrete columns 8 have both the toughness of steel tubes and the compressive resistance of concrete, so that the entire structure can maintain a high stability when subjected to stress. The I-beam 23, as a high-strength, high-stability beam structure, can effectively connect the two steel tube concrete columns 8 to form a stable frame. The combined structure provides a stable support space for the concrete wall 9, ensuring that it is not easily deformed or damaged when subjected to stress.

[0039] The concrete wall 9 is located between two I-beams 23 that are spaced apart, and is also located between two steel tube concrete columns 8 connected to the I-beams 23. A connecting rod 6 is passed through the concrete wall 9, one end of the connecting rod 6 is connected to an I-beam 23 located above the concrete wall 9, and the other end is connected to an I-beam 23 located below the concrete wall 9.

[0040] The installation and fixing methods of traditional walls are often complicated and not strong enough, and are prone to falling off or damage when subjected to external forces. In this embodiment, the concrete wall 9 is connected to the I-beam 23 through the connecting rod 6, so that the wall can be quickly installed and firmly fixed. The design of the connecting rod 6 not only ensures the stability of the wall, but also plays a certain buffering role when subjected to force, preventing the wall from being directly damaged by external forces.

[0041] Under the action of external forces such as earthquakes, structures often produce inelastic deformation, which is not easy to recover and will cause the performance of the structure to decline. In this regard, in the present embodiment, a plurality of energy-absorbing devices 12 are arranged between the I-beam 23 and the ground beam 14 located below the concrete wall 9, and between the concrete wall 9 and the steel tube concrete column 8. The setting of the energy-absorbing device 12 can convert the displacement generated during the earthquake into elastic internal energy, thereby reducing the inelastic deformation of the structure. This can not only ensure that the structure can quickly return to its original state after the earthquake and achieve the effect of self-reset, but also improve the overall stability and service life of the structure. In addition, the application of the energy-absorbing device 12 can also reduce the repair construction period and improve the economy of the structure.

[0042] It achieves the improvement of structural stability and earthquake resistance, and also has the advantages of convenient construction and short repair period, and has high practical application value.

[0043] like Figure 5 , Figure 6 and Figure 7 As shown, for the steel tube concrete column 8, the steel tube concrete column 8 includes an inner circular steel tube 18 and an outer square steel tube 22 sleeved outside the inner circular steel tube 18, the inner circular steel tube 18 is a steel tube with a circular cross-section, the outer square steel tube 22 is a steel tube with a rounded square, the outer circumferential wall of the inner circular steel tube 18 is provided with a plurality of stiffening ribs 17, and concrete 21 is filled between the inner circular steel tube 18 and the outer square steel tube 22. The stiffening ribs 17 are provided with a plurality of steel bar reserved holes 19 along the axial direction of the inner circular steel tube 18, and shear ring bars 20 are penetrated in the steel bar reserved holes 19.

[0044] Specifically, the steel tube concrete column 8 is composed of an inner circular steel tube 18 and an outer square steel tube 22. The side wall of the inner circular steel tube 18 is welded with a stiffening rib 17. Reinforcement holes 19 are left on the stiffening rib 17 at intervals along the axial direction of the inner circular steel tube 18. The shear ring reinforcement 20 passes through the reinforcement holes 19, so that the shear ring reinforcement 20 is integrally sleeved on the outside of the inner circular steel tube 18. The same shear ring reinforcement 20 can pass through multiple reinforcement holes 19 on the stiffening rib 17 in sequence.

[0045] The shear ring reinforcement 20 and the filling concrete 21 cast between the inner circular steel tube 18 and the outer square steel tube 22 form a whole to bear force together. After the shear ring reinforcement 20 and the filling concrete 21 are cast as a whole, a concrete tenon structure is formed, which solves the problem of concrete being sheared by steel plates in previous steel tube concrete structures, greatly enhances the mechanical bite force between different materials, and improves the stress performance of the steel tube concrete structure.

[0046] The outer circumferential wall of the inner round steel pipe 18 is provided with a plurality of stiffening ribs 17, which can be distributed along the generatrix direction of the outer circumferential wall of the inner round steel pipe 18, and the plurality of stiffening ribs 17 are evenly distributed along the circumferential direction of the inner round steel pipe 18. The number of stiffening ribs 17 can be selected according to demand, for example, 4, 3, etc.

[0047] like Fig. 9 As shown, the ground beam 14 is a steel tube concrete ground beam 14. The steel tube concrete column 8 is connected to the ground beam 14 through a tie rod and a prestressed tendon 1, and a reinforcement rib 13 is connected between the steel tube concrete column 8 and the ground beam 14.

[0048] like Figure 3 and Figure 5 As shown, the steel tube concrete column 8 and the steel tube concrete ground beam 14 are connected by a rigid tie rod 10 and a prestressed tendon 1. The rigid tie rod 10 connects the base of the steel tube concrete column 8 with the ground beam 14. The bottom of the steel tube concrete is provided with a tie rod hole 16 for the rigid tie rod 10 to pass through. After the prestressed tendon 1 passes through the interior of the steel tube concrete column 8, it extends and passes through the ground beam 14, and is tensioned by anchors and other workpieces to increase the connection strength between the steel tube concrete column 8 and the ground beam 14; in addition, a plurality of reinforcing ribs 13 are welded in the circumferential direction at the part where the steel tube concrete column 8 is connected to the ground beam 14. The reinforcing ribs 13 can be triangular ribs to maintain the relative position of the steel tube concrete column 8 and the ground beam 14.

[0049] like Figure 2 As shown, the I-beam 23 is connected to the steel tube concrete column 8 through the L-shaped angle steel 7, the L-shaped angle steel 7 is fixed to the steel tube concrete column 8, and the L-shaped angle steel 7 is connected to the steel beam through the high-strength bolt 3. The structure of the L-shaped angle steel 7 is as shown in FIG. Figure 4 As shown. An I-beam 23 located above the concrete wall 9 is a Sichuan-shaped I-beam 5, and polygonal ribs 2 are respectively arranged above and below the L-shaped angle steel 7 connected to the Sichuan-shaped I-beam 5, and the polygonal ribs 2 are fixed to the steel tube concrete column 8 to abut against the deformed Sichuan-shaped I-beam 5. Among them, the cross section of the Sichuan-shaped I-beam 5 is an I-shape, which makes it perform well in bearing bending stress.

[0050] Reference Figure 1 and Figure 2 A polygonal rib plate 2 is welded on the upper part of the steel tube concrete column 8, which is used to correspond to the position of the constrained L-shaped angle steel 7. The two polygonal rib plates 2 are arranged at intervals along the axial direction of the steel tube concrete column 8. An L-shaped angle steel 7 is welded on the side wall of the steel tube concrete between the two polygonal rib plates 2. Bolt holes 15 are set at the connection position between the L-shaped angle steel 7 and the Sichuan-shaped I-beam 5. High-strength bolts 3 cooperate with the bolt holes 15 to bolt the L-shaped angle steel 7 and the Sichuan-shaped I-beam 5 to form an overall force-bearing structure.

[0051] Similarly, if Figure 3 As shown, an L-shaped angle steel 7 is also welded at the lower part of the steel tube concrete column 8 near the steel tube concrete ground beam 14, and the same setting as the Sichuan-shaped I-beam 5 at the upper part is adopted. Bolt holes 15 are set at the connection position of the L-shaped angle steel 7 and the I-beam 23. High-strength bolts 3 cooperate with the bolt holes 15 to bolt the L-shaped angle steel 7 and the I-beam 23 to form an integral force.

[0052] like Figure 1 and Figure 2 As shown, a connecting rod hole 4 for the connecting rod 6 to pass through is opened on the flange of the I-beam 23, and a guide rod hole for the connecting rod 6 to pass through is provided in the concrete wall 9.

[0053] Similar to the prestressed duct in the bridge, the reinforced concrete wall 9 is pre-set with guide rod holes to facilitate the rigid connecting rod 6 to pass through. The flanges of the upper I-shaped steel beam 5 and the lower I-shaped steel beam 23 are provided with connecting rod holes 4 at intervals, and the rigid connecting rod 6 passes through the pre-set guide rod holes in the concrete wall 9 and is connected to the I-shaped steel beams 23 on the upper and lower sides of the concrete wall 9.

[0054] The rigid connecting rod 6 in the concrete wall 9 can not only connect the concrete wall 9 with the upper and lower I-beams 23 , but also prevent the concrete wall 9 from shearing failure.

[0055] A friction pad 24 is provided between the I-beam 23 and the concrete wall 9, and the two sides of the friction pad 24 are respectively attached to the I-beam 23 and the concrete wall 9, and the connecting rod 6 passes through the friction pad 24. The friction pad 24 is provided at the position where the concrete wall 9 contacts the upper and lower I-beams 23, which plays a role in protecting the concrete wall 9 and increasing the structural energy consumption. The friction pad 24 can be a rubber pad.

[0056] like Figure 1 , Figure 8 As shown, the energy dissipation device 12 includes a U-shaped base and a reset spring 11 located in the U-shaped base, the axis of the reset spring 11 of the energy dissipation device 12 located between the I-beam 23 and the ground beam 14 below the concrete wall 9 is vertically distributed, and the axis of the reset spring 11 of the energy dissipation device 12 located between the concrete wall 9 and the steel tube concrete column 8 is horizontally distributed. One side of the U-shaped base of the energy dissipation device 12 located between the I-beam 23 and the ground beam 14 below the concrete wall 9 is abutted against the I-beam 23, and the other side is fixed to the ground beam 14; one side of the U-shaped base of the energy dissipation device 12 located between the concrete wall 9 and the steel tube concrete column 8 is abutted against the concrete wall 9, and the other side is fixed to the steel tube concrete column 8.

[0057] The energy dissipation device 12 can be connected to the steel tube concrete beam 14 and the steel tube concrete column 8 by bolting or welding, which can be selected according to the specific situation. The parameter model and number of the energy dissipation device 12 can be selected according to the specific structural calculation, such as Figure 1 As shown, four energy absorbing devices 12 are arranged below the concrete wall 9 , and two energy absorbing devices 12 are arranged between one side of the concrete wall 9 and the steel tube concrete column 8 .

[0058] Specifically, an energy dissipation device 12 is provided between the I-beam 23 and the steel tube concrete beam 14, and a return spring 11 is welded inside the energy dissipation device 12. The energy dissipation device 12 is welded or bolted to the steel tube concrete beam 14. An energy dissipation device 12 is also provided between the steel tube concrete column 8 and the concrete wall 9, one side of the damper is welded or bolted to one side of the steel tube concrete column 8, and the other side is generally overlapped with the reinforced concrete wall 9; a return spring 11 is also welded inside the energy dissipation device 12 here.

[0059] When an earthquake occurs, a certain angular displacement may occur between the steel tube concrete column 8 and the Sichuan-shaped I-beam 5 and the I-beam 23, which reduces the node bending moment. The prestressed tendons 1, the energy dissipation device 12 and the reset spring 11 can help the structure to achieve epicenter energy dissipation and post-earthquake self-reset, thereby achieving the purpose of protecting the structure.

[0060] The U-shaped base and reset spring 11 of the energy dissipation device 12 can be made of shape memory alloy SMA, which is suitable for vibrations of different scales, has a wider range of applications, and can reduce the inelastic deformation of the self-resetting assembled steel frame-concrete wall structure, helping the structure to achieve self-reset after the earthquake. The SMA shape memory alloy has the function of self-recovery of deformation, which reduces the problem of material damage. It and the prestressed tendons 1 inside the steel tube concrete help the structure to achieve self-reset after the earthquake.

[0061] In other optional embodiments, the U-shaped base and the return spring 11 may also be made of high-strength steel material.

[0062] Combination Figure 1-Figure 9 , the construction and working process of the self-resetting assembled steel frame-concrete wall structure is explained in detail.

[0063] S1, the stiffening rib plate 17 is welded to the inner round steel pipe 18;

[0064] In S1, S1.1, a steel bar reserved hole 19 is opened on the stiffening rib plate 17; S1.2, the shear ring reinforcement 20 passes through the steel bar reserved hole 19 and is connected to the filling concrete 21 poured between the outer square steel pipe 22 and the inner round steel pipe 18 to form a whole;

[0065] S2, the polygonal rib plate 2 is welded to the steel tube concrete column 8;

[0066] S3, welding the reinforcement rib 13 to the concrete-filled steel tube column 8;

[0067] S4, the steel tube concrete column 8 is connected to the steel tube concrete ground beam 14 by tensioning the prestressed tendons 1, and the base of the steel tube concrete column 8 is connected to the steel tube concrete ground beam 14 by a rigid tie rod 10;

[0068] S5, the Sichuan-shaped I-beam 5 and the L-shaped angle steel 7 are connected by high-strength bolts 3;

[0069] S6, I-beam 23 and L-angle steel 7 are connected by high-strength bolts 3;

[0070] S7, annular screw holes are provided on the flange plates of the Sichuan-shaped I-beam 5 and the I-beam 23, and the rigid connecting rod 6 passes through the reserved hole of the reinforced concrete wall 9 and is connected to the flange plates of the Sichuan-shaped I-beam 5 and the I-beam 23;

[0071] S8, a friction pad 24 is provided between the Sichuan-shaped I-beam 5 and the reinforced concrete wall 9 to dissipate energy;

[0072] S9, L-shaped angle steel 7 is welded to the steel tube concrete column 8;

[0073] S10, welding the energy dissipation device 12 to the steel tube concrete column 8;

[0074] S11, welding the return spring 11 and the energy dissipation device 12;

[0075] S12, an energy dissipation device 12 is arranged between the I-beam 23 and the steel tube concrete beam 14. The energy dissipation device 12 is welded to the steel tube concrete beam 14.

[0076] When an earthquake occurs and the structure tends to move vertically, the energy dissipation device 12 and the reset spring 11 welded on the ground beam 14 can buffer the vertical vibration caused by the earthquake and convert the earthquake energy into elastic internal energy. Since concrete has strong compressive resistance but weak tensile resistance, the concrete wall 9 and the upper and lower I-beams 23 are bolted together with rigid connecting rods 6, which can give full play to the advantages of the strong tensile resistance of the steel beams and prevent the lower edge of the reinforced concrete wall 9 from being cracked by tension.

[0077] The problem that the traditional solution of bolting concrete and steel beams with self-tapping bolts strengthens the connection between the two while also increasing the stress between the interface layers of different materials, resulting in the tendency of relative interlayer displacement, which is prone to interlayer damage of the structure (different concrete stiffness and steel stiffness result in different stress). In this embodiment, the concrete wall 9 and the I-beam 23 are connected by a rigid connecting rod 6, so that a certain degree of relative slip and displacement can occur between the I-beam 23 and the concrete wall 9. Then, by setting the connecting rod hole 4 and the friction pad 24, on the one hand, friction is generated to dissipate energy, and on the other hand, shear-tension damage between the structural layers caused by the uneven distribution of the stiffness of the concrete wall and the steel beam materials is avoided. In addition, the I-beam 23 and the steel tube concrete column 8 are bolted by L-shaped angle steel 7, which can rotate to a certain extent during an earthquake, thereby avoiding large node bending moments and protecting the steel nodes.

[0078] When an earthquake occurs and the structure tends to shift laterally, the damper installed on the side of the steel tube concrete column 8 can help the structure to reduce shock and isolate earthquakes on the one hand, and can also help it to achieve self-reset after the earthquake on the other hand. In addition, when the steel tube concrete column 8 tends to rotate, the prestressed tendons 1 inside it and the rigid tie rods 10 connected to the ground beam 14 will pull it to avoid large angular deformation. The steel tube concrete column 8 adopts the form of an outer square steel tube 22 nested in an inner round steel tube 18. Due to the filling concrete 21, the inner round steel tube 18 will not buckle even if it is compressed, and the outer square steel tube 22 protects the concrete from tensile cracking.

[0079] In addition, the presence of the shear ring reinforcement 20 also makes the internal components of the steel tube concrete column 8 more tightly connected, avoids the interface slip between the steel and concrete, and prevents the filling concrete 21 from being split by the stiffening ribs. On the one hand, this structure can save concrete and reduce the deadweight of the structure, and on the other hand, it can improve the bearing capacity of the structure, so that the structure can be applied to high-rise building structures. The raw materials of this structure are all conventional building materials, and the economic performance is good. After the earthquake, the prestressed tendons 1 and the damper can push the structure to self-reset.

[0080] When the Sichuan-shaped I-beam 5 approaches the steel tube concrete column 8 along the annular screw hole and tends to rotate around the L-shaped angle steel 7, firstly, the high-strength bolts 3 groups will impose certain restrictions on it. In addition, when the rotational inertia force exceeds a certain limit, the upper and lower flanges of the Sichuan-shaped I-beam 5 can abut against the polygonal ribs 2 welded on the steel tube concrete column 8, thereby preventing the high-strength bolts 3 groups from being damaged due to the huge shear-torsion effect.

[0081] The nodes are bolted, and the I-beam 23 and the concrete-filled steel tube column 8 can rotate relative to each other to avoid large bending moments at the nodes.

[0082] After the earthquake, the U-shaped base and the reset spring 11 of the energy absorbing device 12 are deformed and restored, and the structure of the energy absorbing device 12 is intact, and there is no need to replace the structural elements. The entire self-resetting assembled steel frame-concrete wall structure is an assembled structure, which is very convenient to build, transport, assemble and disassemble, and can be reused, meeting the requirements of green energy saving.

[0083] The above detailed description of the specific implementation of the utility model is only used as an example, and the utility model is not limited to the specific implementation described above. For those skilled in the art, any equivalent modification or substitution of the utility model is also within the scope of the utility model. Therefore, the equalization, modification, improvement, etc. made without departing from the spirit and principle of the utility model should be included in the scope of the utility model.

Claims

1. A self-resetting assembled steel frame-concrete wall structure, It is characterized in that include: Steel tube concrete columns are prestressed with internal tendons and installed on the ground beam. Two steel tube concrete columns are connected by two I-beams distributed at intervals. A concrete wall is located between two I-beams that are spaced apart. A connecting rod is provided inside the concrete wall. One end of the connecting rod is connected to an I-beam located above the concrete wall, and the other end is connected to an I-beam located below the concrete wall. There are multiple energy dissipation devices, which are respectively arranged between the I-beam and the ground beam under the concrete wall, and between the concrete wall and the steel tube concrete column.

2. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 1, It is characterized in that The steel tube concrete column comprises an inner circular steel tube and an outer square steel tube sleeved outside the inner circular steel tube. The outer circumferential wall of the inner circular steel tube is provided with a plurality of stiffening ribs. Concrete is filled between the inner circular steel tube and the outer square steel tube.

3. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 2, It is characterized in that The reinforcing rib plate is provided with a plurality of steel bar reserved holes along the axial direction of the inner circular steel pipe, and anti-shear ring bars are penetrated in the steel bar reserved holes, and the anti-shear ring bars are integrally sleeved outside the inner circular steel pipe.

4. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 1, It is characterized in that The I-beams are connected to the steel tube concrete columns through L-shaped angle steels, the L-shaped angle steels are fixed to the steel tube concrete columns, and the L-shaped angle steels are connected to the steel beams through high-strength bolts.

5. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 4, It is characterized in that The I-beam located above the concrete wall is a Sichuan-shaped I-beam. Polygonal ribs are respectively provided above and below the L-shaped angle steel connected to the Sichuan-shaped I-beam. The polygonal ribs are fixed to the steel tube concrete column and are used to abut the deformed Sichuan-shaped I-beam.

6. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 1, It is characterized in that A connecting rod hole for the connecting rod to pass through is provided on the flange of the I-beam, and a guide rod hole for the connecting rod to pass through is provided in the concrete wall.

7. The self-resetting assembled steel frame-concrete wall structure according to claim 1 or 6, It is characterized in that A friction pad is arranged between the I-beam and the concrete wall, two sides of the friction pad are respectively fitted to the I-beam and the concrete wall, and the connecting rod passes through the friction pad.

8. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 1, It is characterized in that The energy absorbing device comprises a U-shaped base and a reset spring in the U-shaped base. The axis of the reset spring of the energy absorbing device between the I-beam and the ground beam under the concrete wall is vertically distributed, and the axis of the reset spring of the energy absorbing device between the concrete wall and the steel tube concrete column is horizontally distributed.

9. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 8, It is characterized in that One side of the U-shaped base of the energy dissipation device located between the I-beam and the ground beam under the concrete wall is abutted against the I-beam, and the other side is fixed to the ground beam; one side of the U-shaped base of the energy dissipation device located between the concrete wall and the steel tube concrete column is abutted against the concrete wall, and the other side is fixed to the steel tube concrete column.

10. The self-resetting assembled steel frame-concrete wall structure as claimed in claim 1, It is characterized in that The ground beam is a steel tube concrete ground beam, the steel tube concrete column is connected to the ground beam through a tie rod and prestressed tendons, and a reinforcing rib is connected between the steel tube concrete column and the ground beam.

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