Structural steel structure system in masonry infilled wall

Abstract

The invention discloses a masonry filler wall inner profile steel structural system which comprises a profile steel structural column, a connecting plate and tie bars, an abdominal cavity with an opening is formed in the position, facing building blocks, of a column body of the profile steel structural column, and the building blocks on the two sides of the column body are inserted into the abdominal cavity and abut against web plates of the building blocks. A column foot of the profile steel constructional column is anchored on a structural floor slab at the corresponding position through an anchor plate and an anchor bolt, gaps are reserved between the column top of the profile steel constructional column and the upper-layer structural floor slab and between a building block at the top end of the masonry filler wall and the upper-layer structural floor slab, and the gaps are filled with flexible caulking materials. The connecting plate is arranged in a gap between the masonry filler wall and an upper-layer structure floor, the tie bars are arranged at intervals along a column body of the profile steel constructional column, one end of each tie bar is welded and fixed to a web of the profile steel constructional column, and the other end of each tie bar extends into a mortar joint between the building blocks. It is effectively ensured that when the upper structure moves downwards due to creep, sedimentation and the like, the top end of the masonry wall is not affected by direct force of the upper structure.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, and in particular to a steel structure system in a masonry filling wall. Background Art

[0002] The structural system in the secondary structure masonry infill wall refers to the installation of structural columns and horizontal tie beams inside the masonry wall in order to enhance the stability and bearing capacity of the wall. These structural columns and horizontal tie beams are usually made of reinforced concrete materials and are firmly connected to the wall through steel bars. The purpose of setting up a structural system in the secondary structure masonry is to share the horizontal load of the wall, improve the seismic performance and overall stability of the wall, and can also be used as a reinforcement measure for the wall to prevent cracking, tilting and other problems. In addition, when opening a hole in the secondary structure masonry infill wall, a lintel needs to be installed on the upper edge of the hole to ensure the force safety and structural stability of the masonry wall above the hole. Therefore, the structural system in the secondary structure masonry infill wall is indispensable.

[0003] The construction column system using traditional reinforced concrete as the material is relatively complicated. It is necessary to plant or reserve steel bars on the primary structure, overlap the steel bars of the structural system, and then carry out relevant treatments for concrete pouring. This requires the structural system to be accurately positioned during the primary structure; after the construction of the primary structure is completed, the masonry wall of the secondary structure is difficult to flexibly change. The reinforced concrete structural system also leads to a long construction period for the masonry wall of the secondary structure. Usually, after the masonry wall is formed, the structural column concrete is poured, and the horizontal tie beam can be further constructed after the curing, surface treatment, inspection and maintenance, and then the remaining masonry can be constructed; especially in high-altitude cold areas, when the temperature is low, the construction of the reinforced concrete structural system requires higher insulation conditions, and the construction is more difficult. The reinforced concrete structural system prolongs the construction period of the masonry infill wall, resulting in a waste of work surface and time.

[0004] There are also some structural systems in the prior art that use steel sections as structural columns to overcome the defects of cast-in-place concrete structures themselves. However, the steel section structural columns in the prior art are relatively simple in design at the column top nodes. When the upper structure moves downward due to creep, settlement, etc., the top of the masonry wall and the top of the structural column will directly bear the force of the upper structure, thereby causing damage to the wall and structural column structures, and it is difficult to carry out renovation and treatment after the damage. Summary of the invention

[0005] The purpose of the present invention is to provide a steel structure system in a masonry-filled wall to solve the technical problems described in the background technology.

[0006] In order to achieve the above technical objectives, the present invention adopts the following technical solutions: A steel structure system in a masonry infill wall, comprising a steel structure column, a connection plate and tie bars, wherein the steel structure column is arranged vertically, and a belly cavity with an opening is arranged at the position of the column body facing the block, and the blocks on both sides of the column body are inserted into the belly cavity and abut against the belly plate, an anchor plate is welded and fixed at the column foot position, and the anchor plate is anchored to the structural floor slab at the corresponding position by anchor bolts, the column top of the steel structure column is sealed by an end plate fixed by welding, and gaps are left between the column top of the steel structure column and the upper structural floor slab, and between the top block of the masonry infill wall and the upper structural floor slab, and the gaps are filled with flexible caulking material; The connecting plate includes a middle inclined plate section, and both ends of the inclined plate section are integrally provided with horizontal plate sections. The connecting plate is arranged in the gap between the masonry filling wall and the upper structural floor slab, and the bottom horizontal plate section thereof is welded and fixed to the end plate at the top position of the steel structural column, and the top horizontal plate section thereof is welded and fixed to the anchor plate attached to the bottom surface of the upper structural floor slab, and the anchor plate is anchored to the structural floor slab at the corresponding position by anchor bolts; The tie bars are arranged at intervals along the column body of the steel structural column, one end of which is welded and fixed on the web of the steel structural column, and the other end extends into the mortar joint between the blocks.

[0007] Preferably, it also includes a grooved hoop plate, which is arranged at the top of the masonry infill wall and is spaced apart along the extension direction of the masonry infill wall. The grooved hoop plate is clamped on the blocks of the masonry infill wall with the notches facing downward, and its bottom plate is anchored to the structural floor at the corresponding position by anchor bolts. A gap is left between the bottom plate and the blocks, and the gap is filled with flexible caulking material. Its arm plates clamp the blocks surface and can slide along the blocks surface.

[0008] Preferably, when the upper structure floor is an inclined floor, the horizontal plate section at the top of the connecting plate is welded and fixed to an anchor plate attached to the bottom surface of the upper structure floor through a vertically arranged connecting column.

[0009] Preferably, it also includes a steel tie beam, which is horizontally arranged and has its end fixed on a steel structural column or a structural wall / column.

[0010] Preferably, the steel structural column is an open steel, which is made of an I-beam, or made of two channel steels welded back to back through a tie plate.

[0011] Preferably, the steel tie beam is a closed steel, which is made of a rectangular steel pipe, or made of two channel steels by end-to-end embracing and butt welding.

[0012] Preferably, flexible caulking materials are provided between the top of the steel tie beam and the blocks, and between the bottom of the steel tie beam and the blocks, and a plurality of grooved hoops are provided at intervals at the bottom of the steel tie beam, the grooved hoops are clamped on the blocks of the masonry filling wall with the notches facing downward, the sides of the bottom plates are welded and fixed to the steel tie beams at the corresponding positions, a gap is left between the bottom plate and the blocks, and the gap is filled with flexible caulking materials, and the arm plates clamp the blocks and can slide along the blocks.

[0013] Preferably, when a door opening is formed in the masonry infill wall, a steel lintel is further provided at the upper edge of the door opening.

[0014] Preferably, a resistive strain gauge is arranged on the inclined plate section of the connecting plate.

[0015] Preferably, an ear plate is welded between the base of the steel structural column and the anchor plate.

[0016] Compared with the prior art, the present invention has the following beneficial effects: 1. The present invention adopts steel sections to replace traditional reinforced concrete structural columns, horizontal tie beams and lintels, reducing the steps of steel bar reservation, steel bar binding, formwork, pouring, and maintenance of traditional reinforced concrete structural columns, greatly saving the construction time of masonry filling walls in secondary structures, providing a faster and more convenient secondary structure construction method, and freeing up more construction work surfaces; 2. The steel structural column of the present invention adopts an open steel with a belly cavity. The blocks adjacent to the structural column are directly embedded in the belly cavity of the structural column, and further coordinated with the setting of tensioning bars, which can effectively improve the integrity of the blocks and the structural column, making the masonry infill wall more stable; 3. The top of the steel structural column of the present invention is flexibly connected by a Z-shaped connecting plate in combination with a flexible caulking material, and the top block part of the infill wall is flexibly connected by a grooved hoop plate in combination with a flexible caulking material, which effectively ensures that when the upper structure moves downward due to creep, settlement, etc., the top of the masonry wall is not affected by the direct force of the upper structure. Moreover, the connecting plate can be quickly replaced by cutting off and replacing it after being damaged, which effectively ensures the safety and stability of the infill wall and the structural column. 4. The structural components of the present invention are all prefabricated in the factory and connected and installed on site by welding, chemical anchors or expansion anchors. They belong to the assembled system, which can save a lot of manpower, avoid being affected by the construction environment, shorten the construction period, and flexibly adjust the position of the components according to the site. It is also more friendly to the renovation project after the building has been put into use, and can effectively reduce the difficulty and cost of building renovation, especially suitable for the construction of masonry filling walls in high-altitude cold areas. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] The above and / or other aspects and advantages of the present invention will become clearer and easier to understand through the detailed description made in conjunction with the following drawings, which are only exemplary and do not limit the present invention, wherein: Figure 1 It is a structural schematic diagram of a steel structure system in a masonry infill wall according to the present invention when it is set at a flat floor slab; Figure 2 It is a structural schematic diagram of a steel structure system in a masonry infill wall according to the present invention when it is set at an inclined floor slab; Figure 3 It is a structural schematic diagram of the column foot node of the steel structural column involved in the present invention; Figure 4 for Figure 1 Structural diagram of the top node of a medium-sized steel structural column; Figure 5 for Figure 2 Structural diagram of the top node of a medium-sized steel structural column; Figure 6 It is a structural schematic diagram of the grooved hoop plate at the top of the filling wall according to the present invention; Figure 7 It is a structural schematic diagram of the grooved hoop plate at the bottom of the steel tie beam according to the present invention; Figure 8 It is a schematic diagram of the structure of the tie bar at the steel structural column involved in the present invention; Fig. 9 It is a schematic diagram of the structure of the tie bars at the structural wall / column involved in the present invention; Fig.10 It is a schematic diagram of the structure of the tie bar in the block according to the present invention; Fig.11 It is a structural schematic diagram of the connection node between the steel tie beam and the steel structural column according to the present invention; Fig.12 It is a structural schematic diagram of the connection node between the steel tie beam and the structural wall / column involved in the present invention; Fig.13 It is a structural schematic diagram of the cross section of the steel structural column involved in the present invention; Fig.14 It is a structural schematic diagram of the connection between the steel tie beam and the steel structural column according to the present invention; Fig.15 It is a schematic diagram of the structure when the steel tie beam involved in the present invention is connected to the structural wall / column.

[0018] Figure numerals: 1. Block; 2. Steel structural column; 3. Steel tie beam; 4. Steel lintel; 5. Door opening; 6. End plate; 7. Anchor plate; 8. Anchor bolt; 9. Connecting plate; 901. Inclined plate section; 902. Horizontal plate section; 10. Connecting column; 11. Ear plate; 12. Supporting plate; 13. Stiffening rib plate; 14. Grooved hoop plate; 15. Mineral wool board; 16. Metal mesh; 17. Plaster layer; 18. Tie bars; 19. Tie plate; 20. Structural floor slab; 21. Structural wall / column. DETAILED DESCRIPTION

[0019] Hereinafter, an embodiment of a steel structure system in a masonry infill wall of the present invention will be described with reference to the accompanying drawings. The embodiments described herein are specific embodiments of the present invention, which are used to illustrate the concept of the present invention, are illustrative and exemplary, and should not be interpreted as limiting the embodiments of the present invention and the scope of the present invention. In addition to the embodiments described herein, those skilled in the art can also adopt other obvious technical solutions based on the contents disclosed in the claims and the specification of the present application, including technical solutions that adopt any obvious replacement and modification of the embodiments described herein.

[0020] In the description of the present invention, it should be noted that the terms "front", "rear", "left", "right", "top", "bottom", "up", "down", "inside", "outside", "horizontal", "vertical", "upright", "oblique", etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", etc., are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0021] The drawings of this specification are schematic diagrams, which assist in explaining the concept of the present invention and schematically show the shapes of various parts and their mutual relationships. Please note that in order to clearly show the structures of various components of the embodiments of the present invention, the drawings are not drawn according to the same scale. The same reference numerals are used to represent the same parts.

[0022] The principles and features of the present invention are described below in conjunction with the accompanying drawings. The embodiments are only used to explain the present invention and are not used to limit the scope of the present invention. Figure 1-15 , the preferred embodiments of the present invention are further described in detail: like Figure 1-15As shown, a preferred steel structure system in a masonry infill wall of the present invention comprises a steel structure column 2, a connecting plate 9 and a tie bar 18, wherein the steel structure column 2 is vertically arranged, and a belly cavity with an opening is arranged at the position of the column body facing the block 1, and the blocks 1 on both sides of the column body are inserted into the belly cavity and abut against the belly plate thereof, an anchor plate 7 is welded and fixed at the column foot position, and the anchor plate 7 is anchored to the structural floor slab 20 at the corresponding position by an expansion bolt 8, the column top of the steel structure column 2 is sealed by an end plate 6 fixed by welding, and gaps are left between the column top of the steel structure column 2 and the upper structural floor slab 20, and between the top block 1 of the masonry infill wall and the upper structural floor slab 20, and the gaps are filled with flexible caulking materials; like Figure 4 As shown, the connecting plate 9 includes a middle inclined plate section 901, and both ends of the inclined plate section 901 are integrally provided with horizontal plate sections 902. The connecting plate 9 is arranged in the gap between the masonry filling wall and the upper structural floor 20, and the bottom horizontal plate section 902 thereof is welded and fixed to the end plate 6 at the top position of the steel structural column 2, and the top horizontal plate section 902 thereof is welded and fixed to the anchor plate 7 attached to the bottom surface of the upper structural floor 20, and the anchor plate 7 is anchored to the structural floor 20 at the corresponding position by the expansion bolt 8; like Figure 8 As shown, the tie bars 18 are arranged at intervals along the column body of the steel structural column 2, one end of which is welded and fixed to the web of the steel structural column 2, and the other end extends into the mortar joint between the blocks 1.

[0023] like Figure 6 As shown, in some preferred embodiments, it also includes a groove hoop plate 14, which is arranged at the top of the masonry filling wall and is arranged at intervals along the extension direction of the masonry filling wall. The groove hoop plate 14 is stuck on the block 1 of the masonry filling wall with the groove facing downward, and its bottom plate is anchored on the structural floor 20 at the corresponding position through expansion bolts 8. A gap is left between the bottom plate and the block 1, and the gap is filled with flexible caulking material. Its arm plate clamps the surface of the block 1 and can slide along the surface of the block 1. The groove hoop plate 14 can play a limiting role on the block between the steel structural columns 2, thereby improving the stability of the wall. Moreover, the flexible connection form of the slidably limited groove hoop plate 14 and the flexible caulking material can also better adapt to the column top connecting plate 9, so that the connecting plate 9 can give full play to its flexible connection characteristics; exist Figure 1In the example, the steel structural column 2 is not in contact with the door opening 2 and the steel lintel 3, nor is it at the free end of the masonry wall. It is an example of a standard structural column method inside the wall. The steel structural column 2 is an open steel, made of an I-beam, or made of two channel steels welded back to back through a tie plate 19, that is, the steel structural column 2 can be composed of a single I-beam or two steel sections. In the illustrated example, a double 14#a channel steel is spliced ​​back to back, in which the steel structural column 2 is composed of two 14#a channel steels with grooves facing outward, and the column body is formed by back-to-back splicing. The outer sides of the channel steels are aligned and placed with a gap of 20mm in the middle. The top of the steel structural column 2 is sealed by a welded end plate 6; like Figure 4 As shown, at the top node of the column, the end plate 6 is welded to the Z-shaped connecting plate 9, and the connecting plate 9 is welded and anchored to the reinforced concrete top plate. Specifically, the top of the channel steel of the steel structural column 2 is welded to the end plate 6 in the form of a square steel plate after milling. The square steel plate is a 6×170mm steel plate. The lower side of the steel plate is welded to the steel column, and the upper side is welded to the steel connecting plate 9. The steel connecting plate 9 is a Z-shaped plate, and its other end is welded to another anchor plate 7 in the form of a rectangular steel plate. This anchor plate 7 is a 6×100×200mm rectangular steel plate, and is anchored to the concrete top plate by two M12-grade expansion anchor bolts implanted later. In order to avoid the creep of the concrete floor slab causing the steel structural column 2 to bear direct pressure from the top plate, the steel column at the top of the column is not directly anchored to the concrete top plate, but the anchor point is vertically separated by 70mm by the connecting plate 9 and horizontally offset to one side along the wall direction, which not only protects the force safety of the steel structural column 2, but also cleverly integrates it into the wall.

[0024] like Figure 3 As shown, at the column foot position, the specific method is as follows: in the connection between the steel structural column 2 structure and the reinforced concrete base plate, the column bottom of the steel structural column 2 is fixed to the anchor plate 7 at the bottom by welding. The anchor plate 7 is anchored to the leveling cushion layer of the concrete base plate by expansion anchor bolts, and the post-implantation anchoring method can be adopted. Specifically, four M10-grade expansion anchor bolts are post-planted on the concrete floor, and the holes are arranged at the four corners of the anchor plate 7. The post-planted expansion anchor bolts anchor the column foot anchor plate 7 to the concrete base plate. The column foot anchor plate 7 is a 10×300×300mm square steel plate gasket, and anchor holes are reserved at the four corners, and the hole diameter is 15mm. In order to improve the connection strength between the steel structural column 2 and the column foot anchor plate 7, a rectangular steel ear plate 11 is welded between the column foot anchor plate 7 and the column body of the structural column. The ear plate 11 is arranged parallel to the direction of the wall on both sides and is welded and fixed at the contact position with the steel column channel steel. In addition, the bottom end of the steel column channel steel also needs to be milled and end-face welded with the anchor plate 7. On the double channel steel side of the steel column, a 6×100×200mm gusset plate 19 is welded every 700mm to play a fixing role. In this example, fillet welds with a weld height of 6cm are used for welding.

[0025] like Figure 2 , Figure 5 As shown, when the top floor is an inclined floor, the top connection node between the steel structural column 2 and the inclined floor needs to be considered. When the structural floor 20 is inclined along the direction of the masonry filling wall, the top of the steel structural column 2 is welded with a steel pad with a size of 6×170mm as the end plate 6, and the end plate 6 is welded to the steel connecting plate 9. The other end of the steel connecting plate 9 is welded with a steel pad with a size of 6×80×110mm. A cross-shaped steel column is welded above the steel pad as a connecting column 10 (the column body style of the connecting column 10 can be adjusted as needed). The cross-shaped steel column is welded with a steel plate with a thickness of 6mm. After the top of the connecting column 10 is cut according to the inclination angle of the floor, it is welded to the anchor plate 7 with a size of 6×100×200mm. The anchor plate 7 is then anchored to the bottom surface of the upper structure floor 20 by post-planting M10 expansion bolts. In this example, each welding of the node adopts a 6mm secondary weld.

[0026] When the floor is inclined, but the direction of the masonry filling wall is perpendicular to the inclination direction of the floor, the top node of the steel structural column is almost the same as the above node. The only difference is that the cutting direction of the top of the cross-shaped connecting column 10 is different. However, as long as the fracture is tightly fitted and welded with the anchor plate 7, and the anchor plate 7 is anchored to the inclined floor, it will be fine.

[0027] Due to the creep, stress deflection, settlement and other reasons of the upper structure, vertical displacement is generated, and the top of the steel structural column 2 and the fixed part of the upper structure will move accordingly, which may exert force on the steel structural column 2. In this regard, a resistance strain gauge can be arranged on the connecting plate 9 of the column top node, and the stress state of the connecting plate 9 can be checked regularly. Of course, the stress condition of the steel structural column 2 can also be determined by observing the settlement value of the building structure. Since the connecting plate 9 is a Z-shaped bending structure, its shear capacity in the vertical section direction is weak, so it can be regarded as a two-force rod connecting the two ends, and the force transmission direction is along the inclined plate section 901. Therefore, a non-welded resistance strain gauge can be arranged on the inclined plate section 901 of the connecting plate 9, and by analyzing the stress of the steel structural column 2, the horizontal effect of the upper end of the node on the steel structural column 2 can be obtained, and then it can be judged whether it threatens the safety of the structural column. If the top of the steel structural column 2 is subjected to excessive force due to displacement of the upper structure, it is only necessary to remove the connecting plate 9 and the related structure of the upper anchor plate 7, and replace the connecting plate 9 with a suitable size and reinstall it.

[0028] like Figure 2As shown, when the height of the filling wall is too high, a horizontal tie beam needs to be set to bear the weight of part of the block 1 to ensure the safety of the block 1. Of course, the horizontal tie beam is also a structural form of a steel tie beam 3, the steel tie beam 3 is set horizontally, and its end is fixed on the steel structural column 2 or the structural wall / column 21. The steel tie beam 3 is a closed steel, made of a rectangular steel pipe, or made of two channel steels in a mouth-to-mouth embrace and welding manner. Closed steel can relatively reduce the difficulty of installation. At the same time, in order to improve the integrity of the steel tie beam 3 and the block 1, a number of groove hoops 14 need to be arranged at intervals at the bottom of the steel tie beam 3. The groove hoop 14 is stuck on the block 1 of the masonry filling wall with the groove facing down, and its bottom plate side is welded and fixed on the steel tie beam 3 at the corresponding position. There is a gap between its bottom plate and the block 1, and the gap is filled with flexible caulking material, and its arm plate clamps the surface of the block 1 and can slide along the surface of the block 1. Since the blocks 1 of the masonry infill wall cannot be completely horizontal during the laying process, in order to ensure that the blocks 1 can completely fit the steel tie beams 3 or the structural floor 20, flexible caulking materials are provided between the bottom of the infill wall and the structural floor 20, between the top of the steel tie beams 3 and the blocks 1, and between the bottom of the steel tie beams 3 and the blocks 1. In the preferred embodiment shown in the figure, the steel tie beams 3 also adopt the form of double channel steels 14#a but the channel steels are changed from back-to-back to embracing, that is, the flanges are opposite and butt-welded.

[0029] like Fig.11 As shown, at the connection node between the structural steel column 2 and the steel tie beam 3, a supporting plate 12 is welded to the column body of the steel structural column 2 corresponding to the bottom end of the steel tie beam 3 to support the end of the steel tie beam 3, and the steel tie beam 3 is welded and fixed to the steel structural column 2 through the ear plate 11. The steel tie beam 3 can be adjusted according to the relative position of the masonry wall where it is located. Therefore, at the connection node, the horizontal tie beam can be arranged in the center of the steel structural column 2 along the center line to coincide with the center line, or it can be arranged to coincide with the side lines. Of course, a stiffening rib plate 13 can be welded on the lower side of the supporting plate 12 to reinforce and fix the node. Each steel structure plate is connected with a 6mm fillet weld, and when the double-channel steel of the steel tie beam 3 is butt-jointed, a butt weld with a weld height of 6mm can be used.

[0030] like Fig.12 As shown, when the steel tie beam 3 is 20mm away from the reinforced concrete structural wall / column 21, an angle steel is anchored at the structural wall / column as an anchor plate 7, and the end of the beam body is welded to the angle steel of the lower supporting steel beam. The size of the angle steel is 100x10mm and the length is 140mm. The angle steel is attached to one side of the facade of the concrete wall / column 21 and is fixed by two post-planted expansion anchors M10.

[0031] As mentioned above, in order to ensure the stability of the infill wall blocks 1, grooved hoops 14 need to be arranged at intervals at the top blocks 1 of the infill wall and below the steel tie beams 3. The arrangement principle is to arrange one every 2000mm along the direction of the infill wall. For the wall of the 144mm blocks 1 used in this example, during construction, the steel plates of suitable sizes are first bent into a groove shape, and then the grooved hoops 14 are connected to the upper components. If the wall is a concrete structure floor 20, two M8 expansion anchors are planted to fix it; if the wall is a steel tie beam 3, the side of the bottom plate of the grooved hoop 14 is welded to the steel beam, and then the edges on both sides of the block 1 and the grooved hoop 14 are chiseled and polished to leave side space, and then the gap between the block 1 and the grooved hoop 4 is padded with a mineral wool board 15, and then the block 1 is inserted into the grooved hoop 14. The reserved distance between the block 1 and the upper structure should be considered according to the actual situation and should not be less than 50mm. When the calculated deformation of the top plate is greater than 50mm, the calculated deformation value of the top plate should be taken and kept consistent with the gap width at the steel structural column 2. In addition, when chiseling the side of the block 1, it is necessary to chisel at least 20mm more (the specific chiseling size is determined according to the actual structural calculation) to ensure that after the grooved hoop plate 14 moves downward within the limit with the upper structure, there is no vertical force between it and the masonry wall. Of course, if the opening size of the grooved hoop plate 14 matches the thickness of the block 1, there is no need to chisel the block additionally, and the surface of the block 1 can be directly polished and inserted into the grooved hoop plate 14. The more chiseled part of the grooved hoop plate 14 below the steel tie beam 3 can absorb the masonry errors, and further cooperate with the flexible caulking material in the form of mineral wool board 15 to play a leveling role, so as to simplify the installation difficulty of the steel tie beam 3; Of course, if Figure 8-10As shown, as mentioned above, in order to ensure that the steel structural column 2 and the block 1 form a whole, a tie bar 18 should be arranged at the intersection of the steel structural column 2, the reinforced concrete main structure (structural wall / column 21) and the block 1. The arrangement principle of the tie bar 18 should comply with the provisions of the tie bar 18 in the atlas. For example, in the preferred embodiment, the block 1 adopts a 300mm high autoclaved aerated concrete block masonry, so one is used for every 2 bricks, which is equivalent to one for every 600mm vertically, meeting the requirements. The tie bar 18 needs to extend at least 400mm into the masonry wall. When the thin plaster masonry method is used, a gap for placing the tie bar 18 should be chiseled out on the top of the block 1. The tie bar 18 is placed in the gap of the block 1. When the other end of the masonry infill wall is the structural wall / column 21, the tie bar 18 is welded to the angle steel segment (or anchor plate 7), and the angle steel (or anchor plate 7) is anchored to the primary reinforced concrete structure side (structural wall / column 21) by post-implantation of anchor bolts. On the structural side of the steel column, the tie bar 18 should be bent and welded to the web. When setting the tie bar 18, at least two steel bars with a minimum diameter of 6mm should be set. The position should be at the third point of the width of the block 1 and should be at least 20mm away from the edge of the block 1. When the tie bar 18 is welded to the anchor plate 7 and the web of the steel structural column 2, a weld length of at least 80mm should be retained.

[0032] like Figure 14-15 As shown, in some preferred embodiments, when the masonry infill wall is provided with a door opening 5, a steel lintel 4 is also provided at the upper edge of the door opening 5. When there is no steel structural column 2 or main structure on both sides of the door opening 5, the steel lintel 4 needs to extend at least 150 mm to both sides over the door opening 5 to cope with the stress diffusion of the upper block 1 and ensure the stability of the wall at the door opening 5. Both sides of the door opening 5 are also reinforced by adding steel structural columns 2. The arrangement principle is that when the width of the door opening 5 is not greater than 1.2m and there is no other door opening 5 on the upper part, the steel structural columns 2 may not be specially provided on both sides of the door opening 5. In some preferred embodiments, 16#b channel steel is provided on both sides of the door opening 5 as the steel structural column 2, the belly of the steel structural column 2 is inserted into the block 1, the column bottom is welded by an anchor plate 7, and the anchor plate 7 is then connected to the concrete bottom plate by post-planted expansion anchor bolts. If the door opening 5 is close to the reinforced concrete structural wall / column 21, due to insufficient space, although the 16#b channel steel lintel and the side column of the hole are also used, the steel lintel 4 needs to be directly overlapped with the concrete structural wall / column 21, and the column bottom node also changes. At this time, the steel lintel 4 is first welded to the angle steel with a size of 140x10mm, and then the other side of the angle steel is fixed to the concrete structural wall / column 21 by post-planting expansion bolts. Similarly, as shown in the column foot section, the steel structural column 2 adopts the same method to first weld to the angle steel, and then fix the angle steel to the concrete bottom plate by post-planting expansion bolts.

[0033] like Figure 7 , Fig.13 As shown, in order to ensure the consistent appearance of the infill wall facade, the side of the wall where the steel structural column 2, steel tie beam 3 and steel lintel 4 are located is the same as the surrounding area, all using gypsum mortar, and mixed with plastic mesh cloth as the plaster layer 17, but compared with the outer wall of the block 1, the steel structural column 2 and the steel tie beam 3 are relatively uneven and vacant, which limits the support of the outer wall. Therefore, a 40x40mm, 0.7mm thick metal mesh 16 is added to the wall surface, and the metal mesh 16 is extended 100mm to both sides and a 10mm aperture is reserved on both sides for arranging M8 expansion anchor bolts, one for every 500mm to fix the metal mesh 16. In addition, the vacant space between the steel structural columns 2 and in their grooves needs to be filled, preferably using a mineral wool board 15 with a density of 60kg per cubic meter as the filling material, and the above-mentioned flexible caulking material is also preferably a mineral wool board 15 with a density of 60kg per cubic meter.

[0034] In addition, in the steel structure system described in the present invention, the principle of the location of the steel structure column 2 is that the length of the wall between the structure columns should not exceed 4 meters and should not be greater than the floor height, and it should be set on both sides of the door opening 5 and at the free end of the wall. When the top of the masonry infill wall is a free end, a horizontal steel tie beam 3 needs to be set as a top beam, and the spacing of the structure columns under the top beam should not be greater than 2 meters. The steel structure column 2 is usually in the form of I-beams or channel steels, which resist the lateral force of the wall inside the block wall. The principle of the location of the horizontal steel tie beam 3 is to divide the vertical block wall so that the upper and lower wall heights are not too large, and all the blocks in the wall should meet the ultimate bearing capacity requirements, and should not be higher than 4.5 meters. An inverted U-shaped groove hoop 14 needs to be set at the bottom of the steel tie beam 3 to clamp the lower masonry infill wall. The setting principle of the steel lintel 4 is that when the width of the door opening 5 on the masonry wall is greater than 300 mm, the steel lintel 4 should be set. If there are steel structural columns 2 or reinforced concrete frame structures on both sides of the steel lintel 4, they need to be connected, otherwise they should cross at least 150 mm on both sides of the door opening 5. From the appearance, the wall and the steel should be kept flat, and the gap can be filled by plastering the outside of the steel. The steel should be tightly engaged with the block. Taking the I-beam as an example, the cross-sectional height of the I-beam should be made basically equal to the thickness of the block 1, so that the block 1 can be stuck in the abdominal cavity of the I-beam. If the gap of the steel is smaller than the thickness of the block 1 and cannot be tightly engaged with the block 1, it is necessary to chisel and polish the blocks 1 on both sides of the steel to ensure that the steel can fit tightly against the block 1.

[0035] The stress of the steel structure and the stress of the connection nodes of the steel structure system described in the present invention must be calculated to ensure safety. The steel structure columns must also meet the slenderness ratio requirements in the steel structure specifications to ensure stability. Since there are many similar steel columns and steel beams in the design, the most unfavorable situation can be calculated in the same design scenario to ensure the safety of all structural columns and obtain detailed principles for the layout of steel columns and steel beams.

[0036] The corresponding steel materials of the medium-sized steel structure system of the present invention need to be corrosion-resistant, and anti-corrosion treatment measures such as spraying paint on the surface of the steel materials should be adopted. If the fire resistance of the masonry wall needs to be considered, the outside of the masonry wall should be plastered or the outer surface of the steel materials should be sprayed with fire-resistant paint. When considering anti-corrosion and fire-resistant paints, the compatibility between different materials needs to be considered, and the compatibility between masonry mortar and paint needs to be met.

[0037] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A steel structure system in a masonry infill wall, characterized by: The invention comprises a steel structural column (2), a connecting plate (9) and a tie bar (18), wherein the steel structural column (2) is arranged vertically, and a belly cavity with an opening is arranged at a position of the column body facing the building block (1), and the building blocks (1) on both sides of the column body are inserted into the belly cavity and abut against the belly plate thereof, an anchor plate (7) is welded and fixed at the column foot position, and the anchor plate (7) is anchored to a structural floor slab (20) at a corresponding position by means of anchor bolts (8), the top of the steel structural column (2) is sealed by means of an end plate (6) fixed by welding, and gaps are left between the top of the steel structural column (2) and the upper structural floor slab (20), and between the building block (1) at the top of the masonry infill wall and the upper structural floor slab (20), and the gaps are filled with a flexible caulking material; The connecting plate (9) comprises a middle inclined plate section (901), and both ends of the inclined plate section (901) are integrally provided with horizontal plate sections (902). The connecting plate (9) is arranged in a gap between the masonry filling wall and the upper structural floor (20), and its bottom horizontal plate section (902) is welded and fixed to the end plate (6) at the top position of the steel structural column (2), and its top horizontal plate section (902) is welded and fixed to the anchor plate (7) attached to the bottom surface of the upper structural floor (20), and the anchor plate (7) is anchored to the structural floor (20) at a corresponding position by anchor bolts (8); The tie bars (18) are arranged at intervals along the column shaft of the steel structural column (2), one end of which is welded and fixed to the web of the steel structural column (2), and the other end of which extends into the mortar joint between the blocks (1).

2. A steel structure system in a masonry infill wall according to claim 1, characterized in that: It also includes a grooved hoop plate (14), which is arranged at the top of the masonry infill wall and is arranged at intervals along the extension direction of the masonry infill wall. The grooved hoop plate (14) is clamped on the block (1) of the masonry infill wall with the groove facing downward, and its bottom plate is anchored on the structural floor (20) at the corresponding position by anchor bolts (8). A gap is left between the bottom plate and the block (1), and the gap is filled with flexible caulking material. The arm plate clamps the surface of the block (1) and can slide along the surface of the block (1).

3. The steel structure system in a masonry infill wall according to claim 1, characterized in that: When the upper structure floor (20) is an inclined floor, the horizontal plate section (902) at the top end of the connection plate (9) is welded and fixed to an anchor plate (7) attached to the bottom surface of the upper structure floor (20) via a vertically arranged connection column (10).

4. The steel structure system in a masonry infill wall according to claim 1, characterized in that: It also comprises a steel tie beam (3), wherein the steel tie beam (3) is arranged horizontally and an end portion thereof is fixed on a steel structural column (2) or a structural wall / column (21).

5. The steel structure system in a masonry infill wall according to claim 1, characterized in that: The steel structural column (2) is an open steel section, and is made of an I-beam, or two channel steels are welded back to back via a tie plate (19).

6. The steel structure system in a masonry infill wall according to claim 4, characterized in that: The steel tie beam (3) is a closed steel section, and is made of a rectangular steel pipe, or made of two channel steels by end-to-end embracing butt welding.

7. A steel structure system in a masonry infill wall according to claim 6, characterized in that: A flexible caulking material is provided between the top of the steel tie beam (3) and the block (1), and between the bottom of the steel tie beam (3) and the block (1), and a plurality of grooved hoop plates (14) are provided at intervals at the bottom of the steel tie beam (3). The grooved hoop plates (14) are clamped on the block (1) of the masonry filling wall with the grooves facing downwards, and the side edges of the bottom plates are welded and fixed on the steel tie beam (3) at the corresponding position. A gap is left between the bottom plate and the block (1), and the gap is filled with a flexible caulking material. The arm plates clamp the surface of the block (1) and can slide along the surface of the block (1).

8. The steel structure system in a masonry infill wall according to claim 1, characterized in that: When a door opening (5) is provided in the masonry infill wall, a steel lintel (4) is further provided at the upper edge of the door opening (5).

9. The steel structure system in a masonry infill wall according to claim 1, characterized in that: A resistance strain gauge is arranged on the inclined plate section (901) of the connecting plate (9).

10. The steel structure system in a masonry infill wall according to claim 4, characterized in that: An ear plate (11) is also welded between the column foot position of the steel structural column (2) and the anchor plate (7).

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