CN204940522U - Three-dimensional light steel frame composed of two-way continuous double beams - Google Patents

Abstract

The utility model provides a three-dimensional light steel frame composed of bidirectional continuous double beams, which includes beams, purlins and/or trusses, columns, walls, floor slabs and/or roofs, lateral force resisting braces and/or tie rods, characterized in that the beams are continuous double beams, which are composed of continuous single beams with the same or different structures, and the continuous single beams are respectively arranged on both sides of the outer edge of the column, and the continuous single beams and the column are kept continuous and uninterrupted at the cross connection; all or part of the floor slabs can be selected as reinforced light composite floor slabs. The utility model simplifies the production of light steel components, with low investment in production equipment; bolts are used for locking and fixing, and on-site installation is simplified, making it more practical.

Description

Three-dimensional light steel frame composed of two-way continuous double beams

priority statement

This utility model claims the priority of the patent No. 201410035766.3 and the name "light steel roof truss with structural columns and continuous double beams" submitted on January 24, 2014. The entire content of this patent application is incorporated into this application.

technical field

The utility model relates to the field of light steel buildings, in particular to a three-dimensional light steel frame composed of two-way continuous double beams for light steel buildings.

Background technique

Light steel buildings using light steel roof trusses have entered a period of rapid development in my country and have been widely used in industrial buildings. Light steel housing has become a new field and new growth point for light steel structure applications. At present, the cost of light steel buildings is generally higher than that of traditional concrete structures, but they have competitive advantages such as fast construction, energy saving and emission reduction. More and more construction units have realized the superiority of light steel structure, and it has gradually become the preferred structural form of industrial buildings, and it has also been widely used in low-rise civil buildings.

Light steel buildings using light steel roof trusses still have great improvements in terms of architectural design, structural design, and manufacturing and installation techniques. The light steel roof truss structural beams and structural columns currently used are generally connected by butt joints (such as fixed joints or hinged joints). Since a large number of structural beams, structural columns, etc. are used in the light steel roof truss of this structure at present, this docking method makes the bonding process complicated and serious error accumulation occurs at the same time. The inventor submitted the patent number 200920171128.9 on August 20, 2009, which is a utility model patent titled "light steel roof truss with continuous double beam structure". However, the patent still has the following deficiencies: the patent does not involve the floor, roof, reinforced light composite floor, anti-lateral force rods and other components, and cannot form a complete three-dimensional light steel frame. It is difficult to assemble the three-dimensional frame, and the structural strength of individual components and the overall frame is insufficient. In addition, the continuous double girders in this patent cannot meet the needs of different cross-sections in response to different stress situations, resulting in waste of materials. The connection between the two-way continuous double-beam overlapping combination, the continuous double-beam connecting member is too long to cause difficulty in frame assembly, the two-way continuous double-beam overlapping combination results in waste of space, and at the same time causes uneven stress on the column-beam joints.

On-site assembly of light steel (such as cold-formed thin-walled steel) buildings using decentralized components is to fix individual steel frame columns or steel frame diagonal braces on pre-embedded anchor bolt fixtures. The number of such steel frame structural columns and diagonal braces The position of the pre-embedded anchor bolt fixing parts needs to be measured and positioned on site, so the pre-embedding process is very complicated, and the accuracy of the position of these pre-embedded anchor bolt fixing parts is not easy to grasp. The process is quite time-consuming. The patent No. ZL200920158989.3 submitted by the inventor on June 30, 2009 is titled "Integrated Positioning Steel Frame for Light Steel Buildings", which solves the above problems, but still has the following disadvantages: The pre-embedded bolt fixing connector is only fixed at a point at the bottom of the integrated positioning steel frame member, which cannot maintain verticality and is easily loosened by collision during construction. At the same time, the pre-embedded bolts must be assembled and locked after the foundation concrete reaches a certain strength steel frame.

The square steel components commonly used in the field of light steel construction are generally square steel pipes, or two C-shaped steel butt welds. The bolt holes connecting closed square steel pipes to other components can only be processed by drilling or flame cutting, and cannot be stamped by punching machines, resulting in high processing costs; closed square steel pipes cannot be connected with other components using locking high-tension bolts. Thereby greatly reducing the bearing capacity of the joint. In order to prevent rust and corrosion, the square steel pipe is generally galvanized after processing, which leads to high production costs. If two galvanized steel sheets are rolled and formed by C-shaped steel for butt welding, this processing method will destroy the anti-rust layer of the galvanized steel sheet. The patent No. 201010216616.4 submitted by the inventor on June 30, 2010 and titled "Square Light Steel Member with Reinforcement Parts" solves the above problems, but there are still the following deficiencies: the technical solution of this patent is practically used When the internal cavity of the square steel pipe is filled with concrete or cement mortar, the compressive strength of the column section is far greater than the overall pressure bearing capacity of the column determined by the slenderness ratio of the square steel pipe column, that is, If the concrete or cement mortar does not achieve compressive failure, the reinforcing parts do not work, so the reinforcing parts are not necessary, and the square light steel members equipped with reinforcing parts cannot be fastened during transportation, which wastes transportation space and transportation cost.

In order to reduce the weight of the floor panel and enhance the waterproofness and fire prevention of the floor panel, the inventor submitted the application number: 201310044986.8 on February 4, 2013. The invention patent named "light composite floor slab" solved the above problems, but the technical solution of the patent In actual use, there are still the following defects: the "light composite floor" described in this patent is mainly to reduce the thickness of the floor and reduce the weight of the floor, but reducing the thickness of the floor will cause the floor to buckle when it is subjected to lateral pressure, thereby reducing the floor in three. The ability of a dimensionally complete frame structure to transmit horizontal forces.

In the light steel structure building, the wall keel and the wall can be properly strengthened and combined to achieve the skin effect wall. The patent No. ZL200920147815.7 submitted by the inventor on April 14, 2009 is called "a design The utility model patent of "wall with skin effect structure" and the patent No. 201310664792.8 submitted on December 10, 2013, and the invention patent named "wall with skin effect" can solve the above problems, but there are also the following Weaknesses: In the above technical solution, the ribbed expansion net cannot be well connected with the keel due to the partition material layer, resulting in a loss of the skin effect on one side.

In order to achieve the purpose of safety, energy saving, environmental protection and cost saving, the inventor submitted the patent No. ZL201110023291.2 on January 20, 2011/invention titled "Wall with tie-type steel mesh structure" The patent can solve the above problems, but there are also the following weaknesses: the positioning support member is not stable enough to position the steel mesh and the wall, and it is easy to cause cracks in the vertical positioning support member of the plaster layer.

In view of the above-mentioned defects in the existing light steel structure, the inventor actively researches and innovates on the basis of years of rich practical experience and professional knowledge in the design and manufacture of this type of product, and cooperates with the application of theories, in order to create a new type of light steel structure The structure can improve the general existing wall and make it more practical. Through continuous research, design, and after repeated trial samples and improvements, the utility model with practical value is finally created.

Contents of the invention

The main purpose of this utility model is to overcome the defects of existing light steel buildings, especially the existing three-dimensional framework of light steel buildings in the structure and construction of production equipment investment is large, and the supporting housing systems such as walls and interior equipment are too large. It is complex and requires a professional construction team before it can be constructed, and the cost is generally higher than that of traditional brick-concrete structures. As a result, it is difficult to popularize light industrialized wall building materials in many areas with underdeveloped construction industrialization. Therefore, a new type of construction is proposed. The purpose of the three-dimensional light steel frame composed of two-way continuous double beams is to strengthen the structural strength of the light steel frame, so that traditional wet wall structures such as masonry blocks, concrete, soil and other heavy building materials can be used together. The production of steel components and the site The construction process is simplified, reducing capital investment and allowing non-architectural professionals to participate in construction.

Another purpose of the utility model is to simplify the structure of the three-dimensional light steel frame composed of two-way continuous double girders, meet the standards of building safety and environmental protection, facilitate on-site construction, and save more materials and costs.

The purpose of this utility model and its technical solution are to adopt the following technical solutions to achieve.

definition:

The meaning of "continuous double beams" means that the continuous double beams are composed of continuous single beams with the same or different structures, and the continuous single beams are respectively arranged on both sides of the outer edge of the column. The continuous single beam and the column remain continuous and uninterrupted at the cross connection; and the connection between the roof truss and the roof truss also adopts a continuous single beam and column through the cross connection, and the single beam and column at the joint are not cut off or uninterrupted. However, in the prior art, the beam or column is cut off at the place where the beam and the column intersect.

The meaning of "embedded continuous single beam" means that the upper and lower edges of L-shaped steel, C-shaped steel, and Z-shaped steel are cut and embedded within the two side lines of the column, and the embedded single beam is set at the web The locking connection hole and the locking connection hole provided by the column are connected with bolts, so as to realize the uninterrupted or non-truncated beam.

"Single girder overlapping splicing" means that when the single girder is selected from L-shaped steel, flat-shaped steel, and single-piece truss beam, it overlaps at the end of the single beam, and the upper chord web of the single beam and/or single-piece truss girder And/or the locking connection holes provided at the lower chord web and the locking connection holes provided on both sides of the column are connected by bolts; when the single beam is selected from C-shaped steel and/or Z-shaped steel, the overlapping connection The overlapping wing plates at the ends of the single beam are cut off, and the locking connection holes provided at the web of the single beam are connected with the locking connection holes provided on both sides of the column with bolts.

"Continuation of single-beam connectors" refers to the setting of locking connection holes on the connectors and the locking connection holes at the web of the single beam respectively/and the locking connection holes on both sides of the column are locked with bolts Connection, wherein the connectors are L-shaped steel, U-shaped steel or flat steel

The utility model relates to a three-dimensional light steel frame composed of two-way continuous double beams, including beams, purlins and/or purlins, columns, floor slabs (preferably all or part of which are reinforced light composite floor slabs), lateral force resistant diagonal braces and /or pull rods, wherein the beams are continuous double beams, and the continuous double beams are composed of continuous single beams with the same or different structures; the continuous double beams and columns are respectively arranged on both sides of the column outer edge A continuous single beam; the continuous single beam and the column are kept continuous and uninterrupted at the nodes.

The utility model is further provided with a strengthening structure. The individual components of the three-dimensional light steel frame composed of two-way continuous double beams and the three-dimensional overall structure can be strengthened, and the production and on-site installation of the components can be simplified; the components can be assembled in parallel, which is beneficial to the replacement and elastic adjustment of the components; The continuous single girders are further connected by single girders to solve the assembly problem when all the girders are continuous girders; the steel members are preferably cut by galvanized steel coils and/or formed by cold bay rolling, and the members can be rolled at one time Compression molding is conducive to automatic production and the production and on-site installation of the components do not require welding, and there is no weld seam that damages the galvanized layer, which can solve the problem of corrosion; the components are assembled on site by bolts and locked, and are not used by construction professionals It can be installed with simple tools; the construction of the continuous double beam and column with a continuous single beam on both sides of the outer edge of the column eliminates the accumulation of errors in the installation process; the reinforcement structure of the individual components can eliminate the installation gap. The resulting instability reduces construction costs and makes it more practical.

In one embodiment of the present utility model, the three-dimensional light steel frame composed of two-way continuous double girders proposed by the present utility model is provided with floor slabs and/or roofs (roofs), and part or all of the floor slabs adopt reinforced light composite floor slabs, and optional Set up anti-lateral force rods, so that the three-dimensional whole frame structure can be improved

In one embodiment of the present invention, the two-way continuous double beams are two-dimensional continuous double beams intersecting planes, and the meaning of the two-way (ie two-dimensional) refers to the continuous double beams in one direction or dimension and the other The continuous double beams in the direction or direction are at the node connected to the column, and the continuous double beams in the two directions overlap or intersect up and down to form a mechanism that resists bending moment, tension or compression.

In an embodiment of the utility model, the continuous double girders are composed of continuous single girders with the same or different structures, which is beneficial to practicality.

In general light steel buildings, light steel structures are equipped with a large number of small columns, and it is difficult to connect beams and columns. The continuous double beams and columns proposed by the utility model are provided with a continuous single beam on both sides of the outer edge of the column, and the continuous single beams and columns are kept continuous and uninterrupted at the joints; the accumulation of beam continuation errors can be reduced, and the column-beam handover can be simplified Node process.

In one embodiment of the present invention, the columns include structural main columns, small columns, blocks and/or vertically arranged reinforcing columns in the filled wall, and columns arranged in truss beams; the structural main columns The column is sandwiched between two-way continuous double beams, and the vertically arranged reinforcing columns in small columns, blocks and/or filled walls are sandwiched between the continuous double beams; preferably, the width of the columns in one direction is the same, and the column and the wall The body reinforcement structure is combined to form a strong anti-lateral force frame.

In one embodiment of the present invention, the beams include horizontal beams/or inclined beams, truss beams and/or lower strings, and/or ground beams; the ground beams make the positioning of columns easier, and the frame The process of connecting with the base is simplified. In a preferred embodiment, the beams are preferably composed of double girders using the same single girder, and the single girder is a single-piece truss beam, and the single-piece truss beam includes an upper chord, a lower chord, and a shear brace , the upper and lower chords are made of L-shaped steel, and the shear-resistant diagonal brace is made of L-shaped steel/or flat-shaped steel/or round-shaped steel. The ground beams in this embodiment can further replace the ground ring beams to reduce the manufacturing cost.

In another embodiment of the present invention, the continuous double beams are composed of continuous single beams with the same or different structures; the continuous single beams are selected from L-shaped steel, C-shaped steel, Z-shaped steel, flat-shaped steel, single One or more of the truss beams; the purlins and/or stringers are one or more of C-shaped steel, Z-shaped steel and/or single-piece truss beams; the single-piece truss beams include upper chords, The lower chord and shear-resistant diagonal brace, the upper chord and/or the lower chord are made of L-shaped steel; the columns are made of one or more of C-shaped steel, open square steel, bent square steel, and square steel, and the opening The square section steel is further filled with concrete/or cement mortar between the open square section steel. In the above scheme, continuous single beams, columns, and truss beams of different structures can be selected and combined according to actual needs.

In an embodiment of the present invention, the continuous single girder adopts a single-piece truss beam, and the single-piece truss beam includes an upper chord, a lower chord, a column, and a diagonal brace, and the upper chord and/or lower chord adopts L-shaped steel, so The uprights and/or braces are selected from L-shaped steel, flat-shaped steel and/or circular steel, and the single-piece truss beam can increase the section modulus and/or of the continuous single beam, thereby enhancing the structural force, The amount of material is saved, and the single-piece truss beam can intersect and intersect double beams of different directions, saving space and allowing the column-beam joints to bear force evenly.

In an embodiment of the present invention, the open square steels are further filled with concrete and/or cement mortar between the open square steels. This embodiment does not need to be provided with reinforcing parts, and at the same time, it is convenient for transportation and saves transportation space.

In one embodiment of the present utility model, the bent square section steel is formed into a square by cold bending and rolling of steel plates, and the two ends of the steel plates are crimped at 90 degrees at the buckle joints of the square corners, and each of the two ends is crimped with a The pull studs are pulled together at appropriate distances. This is conducive to the use of steel coil cold bay rolling forming processing, and the four sides of the square steel column can be provided with bolt locking connection holes to facilitate the locking connection with the double beams. The 90-degree curling at the square corner buckle can be The stability of the end of the thin steel plate is strengthened, and the crimps at the two ends are respectively pulled together by pull nails at an appropriate distance so as to keep the buckle of the column from opening.

In an embodiment of the present invention, the continuous single beam is provided with locking connection holes at the web of the beam and is connected with the locking connection holes provided on both sides of the column with bolts. This simplifies the locking connection mode of the beam and the column, simplifies the processing technology/and simplifies the on-site assembly technology.

In an embodiment of the present invention, the L-shaped steel, C-shaped steel, Z-shaped steel, and open square steel used above are further provided with curling. This increases the stability of the ends of the sheet steel. Preferably, the widths of the upper and lower flanges of the C-shaped steel and Z-shaped steel are different. Therefore, the lower edge can be embedded with the width of the column as a formwork, and there is no joint during grouting, and the upper edge can be used as a formwork according to the needs. Widened, thereby improving the tensile strength, so that it is more practical.

In one embodiment of the present utility model, the L-shaped steel, C-shaped steel, Z-shaped steel, open square, bent square steel, and flat-shaped steel in the above-mentioned embodiments are preferably cut by galvanized steel coils and/or Or cold bay roll forming. The galvanized steel coil is cut according to the design size and/or cold bay roll formed, the processing procedure is simple, and at the same time, there is no waste, which saves labor costs and material costs, and is conducive to automatic production. Moreover, during the cutting/cold bay rolling forming process, the galvanized layer is not damaged, and secondary galvanizing is not required, which saves money.

In the embodiment of the present utility model, the continuous single girder adopts single girder continuous connection. This is beneficial to the assembly of three-dimensional frames, as well as the assembly of continuous single-beam overlong members. At the same time, it can meet the requirements of using different cross-sections for continuous single beams under different stress conditions and different functional requirements.

In the embodiment of the utility model, the continuous single beams are overlapped and continued by single beams. When the continuous single girder is selected from L-shaped steel, flat-shaped steel and/or single-piece truss girder, the single-girder overlapping connection means that the single-girder overlap ends, at the upper chord of the single girder and/or single-piece truss girder / The locking connection holes provided at the lower chord web and the locking connection holes provided on both sides of the column are connected by bolts; when the single beam is selected from C-shaped steel and/or Z-shaped steel, the The overlapping connection is to cut off the overlapping flanges at the overlapping ends of the single girder, and set locking connection holes at the web of the single girder to connect with the locking connection holes provided on both sides of the column with bolts.

In the embodiment of the present utility model, the continuous single beams are connected by connectors. Wherein the connection of the connecting piece refers to the provision of locking connection holes in the connecting piece, which are respectively locked with the locking connection holes provided at the web of the single beam and/or the locking connection holes provided on both sides of the column with bolts. Connection; the connecting piece is preferably U-shaped steel or flat steel. This method can maintain the structural characteristics of continuous double beams.

In an embodiment of the present utility model, the reinforced lightweight composite floor slabs used partially or entirely include lightweight composite floor slabs, purlins, anti-lateral force rods (preferably horizontal anti-lateral force rods), and/or steel mesh cement Mortar ceilings are combined with connectors. Among them, the light composite floor is set above the purlins, and the horizontal anti-lateral force rods and/or the steel mesh cement mortar ceiling are arranged below the purlins; the light composite floors are well connected with the purlins, so that the light composite floors can resist buckling Reinforcement, good lateral restraint is also obtained above the purlin, so as to improve its buckling resistance, lateral force resistance rods and/or steel mesh cement mortar ceiling are arranged under the purlin, and are connected with the purlin, so that Good lateral restraint is obtained under the purlins, thereby improving its ability to resist buckling. At the same time, the buckling resistance of the steel mesh cement mortar ceiling is enhanced, thereby improving the ability of the three-dimensional complete frame to transmit horizontal force.

In one embodiment of the present invention, the preferred thickness of the lightweight composite floor is within 50 mm of the height of the corrugated top of the profiled steel plate. According to the code and general practice, the thickness of poured concrete and/or cement mortar must be more than 50mm above the corrugated top of the profiled steel plate, and it is necessary to set reinforcement or spot welded reinforcement mesh. The main bearing capacity of the light composite floor in this scheme comes from the profiled steel plate, and the poured concrete and/or cement mortar mainly provide the lateral binding force of the upper edge and lower edge of the corrugated or folded profiled steel plate groove. , and further improve its bearing capacity, so it is not necessary to set steel bars or spot welded steel mesh in the concrete and/or cement mortar, but only need to set anti-crack mesh/or anti-crack fiber.

In one embodiment of the present utility model, the connectors are self-tapping screws with sleeves, the sleeves are closely attached to the self-tapping screws, and one or both ends of the sleeves are expanded to form pressure-bearing gaskets. When the self-tapping screw locks the profiled steel plate and connects the purlin, an effective shear nail is formed.

In one embodiment of the present invention, the profiled steel plate is combined with the purlin through a connecting piece, wherein the connecting piece includes a self-tapping screw, a sleeve and/or a pressure washer, and the sleeve and the self-tapping The screws are tightly fitted, and the sleeve further adopts an end expansion sleeve, and one or both ends of the end expansion sleeve are expanded to form a pressure-bearing gasket.

In a preferred embodiment, the distance between the purlins is less than 180 centimeters, which reduces the thickness of the lightweight composite floor, thereby reducing the weight of the floor beam.

In one embodiment of the present invention, the anti-lateral force pull rods can be flexibly arranged according to the needs of structural design to tighten the single diagonal and/or double diagonal corners of the floor. The pull rod is preferably strip steel, and the strip steel is combined with the purlin by a connecting piece, and the connecting piece is a self-tapping screw; the strip steel can be attached to the purlin to facilitate decoration and at the same time, it is convenient to use the self-tapping Screws are combined with said purlins.

In one embodiment of the present utility model, the steel mesh in the steel mesh cement mortar ceiling is preferably a reinforced expanded steel mesh, and the reinforced expanded steel mesh has a V-shaped mesh frame and an expanded mesh surface. The mesh is combined with the purlins by connectors, the connectors are self-tapping screws/or air-steel nails, and the cement mortar has built-in anti-crack mesh/or anti-crack fibers; the steel mesh cement mortar ceiling forms a strong skin effect sheet , providing the overall fire performance of the purlins and the reinforced lightweight composite floor slab.

In one embodiment of the present utility model, in order to overcome the defects of some components and the insufficient structural strength of the overall frame in the prior art of "light steel roof truss with continuous double beam structure", in one embodiment of the present utility model, two-way The three-dimensional light steel frame composed of continuous double beams depends on its specific components, such as beams, purlins and/or purlins, columns, walls, floors and/or roofs, lateral force resistant diagonal braces and/or tie rods, etc., One or more reinforcement structures are further provided for specific components, so as to improve the structural strength of the specific components and the overall frame.

In the existing light steel roof truss, the continuous double beams protrude from the outside of the column. If one side of the wall is flush with the other side of the column, the beams protrude from the wall, which is not easy to decorate, and the protruding outer wall is easy to cause water leakage; the dry construction method When the cavity between the continuous double girders forms a fire and smoke passage, it is not conducive to fire protection. In order to overcome this defect, an embedded continuous single beam is adopted in an embodiment of the present invention. The embedded continuous single beam is L-shaped steel, C-shaped steel, and Z-shaped steel. Removal and embedding; if one side of the wall is flush with the side of the column, the beam will not protrude from the wall, which is easy to decorate and will not cause water leakage. When the dry construction method is adopted, the cavity between the continuous double girders is cut off to form a fire and smoke barrier, which is beneficial to fire prevention.

In a preferred embodiment, the reinforcing structure is that the lower sill of the truss girder further adopts an open square section steel, and the open square section steel opens upward (that is, towards other components connected to it), and is cut and arranged in the truss girder. For the steel plate at the overlap of the column and the diagonal brace, the steel plates on both sides of the open square section steel are provided with locking connection holes, which are connected with the locking connection holes provided by the column and the diagonal brace in the truss beam with bolts. This scheme is beneficial to pouring concrete and/or cement mortar into the cavities of the open square steel.

In one embodiment of the present utility model, the reinforcing structure is optional. Positioning holes are set at the intersections of beams and column centerlines of the three-dimensional light steel frame composed of two-way continuous double beams; the positioning holes are tightened with bolts when assembled on site. Locks are falsely fixed and/or positioned with conical steel rod insertion. Since all components are connected by bolts in the locking connection hole, there is a construction gap between the locking connection hole and the bolt, and the accumulation of the gap causes assembly deviation of the end components, and the positioning hole is conducive to reducing the gap accumulation, so that the on-site assembly can be performed Fast and precise positioning.

In one embodiment of the present invention, the reinforcement structure is between the double girders, and/or between the cavities of the columns, and/or the cavities of the open square section steel of the lower chord of the truss girder pour concrete and/or cement mortar. The reinforcing part can enhance the strength and stability of the light steel member, disperse the load of the bolts on the steel plates around the locking connection hole, and eliminate the structural instability caused by the construction gap between the locking connection hole and the bolt.

In one embodiment of the present utility model, the reinforcing structure is fixed with a self-tapping screw on the periphery of the bolt lock after the frame is corrected. The self-tapping screw can be used between the double beams and/or between the After pouring concrete/or cement mortar between the cavities of the columns and/or between the cavities of the open square steel of the lower chord beam of the truss girder, it is removed. Since all components are connected by bolts in the locking connection holes, there is a construction gap between the locking connection holes and the bolts, which cannot be stabilized. Since the self-tapping screw locks without clearance, the self-tapping screw is used to lock after correction to ensure no displacement. After the concrete and/or cement mortar is poured and consolidated, there is no construction gap between the locking connection hole and the bolt, and the structure is stable. Optional, self-tapping screws are removable.

In one embodiment of the present invention, the reinforcing structure is pouring concrete between the double girders, and/or between the cavities of the columns, and/or between the cavities of the open square steel of the lower chord of the truss girder and/or cement mortar. The reinforced structure can enhance the strength and stability of the light steel member, disperse the core load of the bolts on the steel plate around the locking connection hole, and eliminate the structural instability caused by the construction gap between the locking connection hole and the bolt. Preferably, the concrete and/or cement mortar is provided with steel components for strengthening the structural strength, and the steel components may be steel rods, stirrups or prestressed steel wires. Steel members can further enhance the tensile strength and compression resistance of the member. Further preferably, the stirrups are selected from square stirrups, circular stirrups and/or spiral stirrups/or circular steel mesh. Stirrups can increase the compressive capacity of concrete and/or cement mortar. Further preferably, the prestressed steel wires therein are prestressed steel wires provided with sleeves. In this way, the tensile strength of the prestressed steel wire can be enhanced, and the displacement caused by the force of the component can be reduced.

In one embodiment of the present invention, the columns include structural main columns, small columns, blocks and/or reinforcement columns arranged (preferably vertically arranged) in the filled wall, and columns arranged in truss beams and Diagonal bracing, the above-mentioned steel rods, sleeves, and prestressed steel wires pass through the column; the steel rods, sleeves, and prestressed steel wires can be continuous without being cut off.

In one embodiment of the present invention, the continuous single beam is provided with locking connection holes at the beam web and is connected with the locking connection holes provided on both sides of the column by bolts. Since the members of the three-dimensional light steel frame composed of two-way continuous double beams mostly use cold-formed thin-walled steel, the bolts form a weak point for the core load of the steel plate around the locking connection hole. It is preferable to set a reinforcement structure for the light steel structure, and the reinforcement structure is to set a thickened steel plate for reinforcement around the beam or column locking connection hole; the thickened steel plate disperses the core load of the bolts on the peripheral steel plate of the locking connection hole. Thickened steel plates are joined to beams or columns by means of rivet and/or no rivet and/or welding using additional steel plates. Therefore, the material is saved, the process is simple, and the automatic operation is favorable.

In one embodiment of the present invention, the reinforcing structure is to punch a groove around the beam locking connection hole, and the punching groove is inserted into the locking connection hole of the column for reinforcement. This structure makes the bolt-locked connectors flush with the wall body after being locked tightly, which makes the decoration easy. Further, the punched grooves around the beam locking connection holes are embedded in the columns, and concrete and/or cement mortar are poured between the cavities of the columns, thereby forming a strong and gap-free connection.

In an embodiment of the present invention, the reinforcement structure is reinforced by superimposed components on the outer side of the double girder. Since most of the components are made of cold-formed thin-walled steel, the bolts form weak points for the core load of the steel plates around the locking connection holes, especially in stress-concentrating component parts such as vertical and lateral force-resistant diagonal braces. The scheme of the utility model is reinforced by superimposing components on the outer side of the double girders, so as to share the stress of the original continuous double girders and the nodes. Moreover, the reinforcement of the superimposed member is only for the insufficient structural force of the whole beam, and does not need to strengthen the section of the whole beam, which can save materials. Preferably, in conjunction with the double-beam form, the superimposed members can be L-shaped steel, U-shaped steel, C-shaped steel, flat-shaped steel, square-shaped steel and/or square timber. In particular, when using square timber to cut off the cold bridge. Cold bridge is a major shortcoming of light steel steel structures in cold regions, because steel is a good heat transfer body, which can transfer heat out or import cold.

In an embodiment of the present utility model, the strengthening structure is to add a thermally conductive insulating gasket between the double beams and the outer stacking member. When the superimposed member adopts the L-shaped steel, U-shaped steel, C-shaped steel, flat-shaped steel and/or square steel, a thermal conduction insulating gasket is added between the double beam and the outer superimposed member to cut off the cold bridge .

In one embodiment of the present utility model, the columns include structural main columns, small columns, blocks and/or reinforcement columns configured in the filled wall, and spot-welded steel wire mesh and/or braided steel wires are used on the periphery of the columns The mesh and/or expanded steel wire mesh is wrapped and combined with the block wall with cement mortar to form a reinforced structure. The reinforced structure can combine the block wall with the three-dimensional light steel frame overall frame formed by the two-way continuous double beams, so that the overall frame structure can be strengthened.

In one embodiment of the present utility model, the reinforcing structure overcomes the defects in the prior art, for example, the embedded bolt fixing connector is only fixed at one point at the bottom of the integrated positioning steel frame member, which cannot maintain verticality. It is easy to be loosened by collision during construction, and at the same time, the pre-embedded bolts must be assembled and locked to the steel frame after the foundation concrete reaches a certain strength. The reinforcement structure described in this embodiment is to set bolt reinforcement gaskets in the integrated positioning steel frame provided with embedded bolt reinforcement gaskets, and the bolt reinforcement gaskets are arranged above the embedded bolt holes of the C-shaped steel , the bolt reinforcement gasket is provided with bolt positioning connection holes to fix the embedded bolts; the embedded bolts can be kept vertical, and the embedded bolts are not easy to be loosened by collision during construction. Preferably, the embedded bolts are further locked with anti-drawing nuts under the bolt reinforcement gasket and/or under the embedded bolt holes of the C-shaped steel; the anti-drawing nuts can prevent the steel structure from being assembled and positioned When the pre-embedded bolts are locked, the bolts are pulled out, so it is not necessary to assemble and lock the steel structure after the foundation concrete reaches a certain strength, which can save the construction period.

In the prior art, continuous double beams and columns are placed on both sides of the outer edge of the column, and the cross-sectional size of the column is often limited by the two-way continuous double beams, which cannot be enlarged to form a weak link of the overall structure. The column replacement described above will cause difficulty in assembling the three-dimensional light steel frame composed of two-way continuous double beams. In one embodiment of the present invention, steel columns and/or reinforced concrete columns are wrapped on the outside of the structural main column, and concrete or cement mortar is poured between the steel column and the structural main column; To bear the assembly load, the structural force of the structural column is replaced by the steel column and/or reinforced concrete column wrapped on the outside of the structural column. The steel column and/or reinforced concrete column can be selected to be interrupted and/or continuous at the beam-column intersection joint, which can be adjusted according to the overall structural situation.

In an embodiment of the present invention, prefabricated concrete wall panels and/or prefabricated lightweight concrete wall panels and/or prefabricated hollow concrete wall panels are arranged between continuous double beams. This shortens the construction period and reduces labor costs.

In one embodiment of the present invention, in order to overcome the defect that the ribbed expansion mesh cannot be well bonded to the keel caused by the partition material layer in the skin effect wall, which leads to the loss of the skin effect on one side, the utility model The anti-lateral force pull rod is arranged on the side where the partition material layer is arranged, thereby avoiding the defect of one-sided skin effect reduction. Preferably, the anti-lateral force tension rod is preferably strip steel, and the strip steel is combined with the column by a connecting piece, and the connecting piece is a self-tapping screw; the strip steel can be attached to the column to facilitate the separation of the material layer and the existing column. The setting of the rib expansion net is convenient to use the self-tapping screw to combine with the column.

Further, in one embodiment of the present utility model, the skin effect wall is further provided with reinforcement components, the reinforcement components include fixing gaskets and anti-cracking facilities, and the fixing gaskets are closely attached to the The air gun nail fixing seat is used in the V-shaped mesh bone groove; the material of the fixing gasket is preferably hard plastic; preferably, the wall with skin effect structure includes the column, and the column Including structural main columns and/or small columns, the steel walls of the structural main columns and/or small columns are relatively thick, and generally air steel nails are not easy to nail in, and the fixed gasket provides better air steel nail nailing constraints , can improve the penetrating force so that the reinforced expansion mesh and the column have a strong combination; the anti-cracking facilities are built-in glass fiber mesh, or metal spot welded mesh, or fibers added by fiber concrete in the cement mortar layer. Preferably, air gun nails are used to quickly fix the expanded mesh with ribs, so as to avoid cracking of the cement mortar layer and enhance the skin effect of the wall.

The prior art discloses a wall with a tie-type steel mesh structure. The wall includes a steel mesh, a transverse tension structure, a longitudinal positioning support member and a filling layer, wherein the filling layer is filled between the steel mesh on both sides. Between, the steel meshes on both sides are fixedly connected with the longitudinally positioned supporting members, the transverse tensile members pass through the filling layer, and their two ends are respectively fixed on the longitudinally positioned supporting members fixedly connected with the steel meshes on both sides; the steel mesh, The horizontal tension structure, the vertical positioning support member and the filling layer are integrated to form a wall with a tie-type steel mesh structure. However, the longitudinal positioning supporting member is not stable enough to position the steel mesh and/or the wall, and at the same time, it is easy to cause the plaster layer to crack along the longitudinal positioning supporting member. An embodiment of the utility model discloses a metal ribbed expanded steel mesh tie-type wall, which includes the above-mentioned columns, diagonal braces arranged between beams and columns, metal ribbed expanded steel mesh, and tie pieces. , and/or insulating layer, and/or the vertical support member on the outside of the metal ribbed expanded steel mesh V-shaped grid wall, the metal reinforced expanded steel mesh is arranged on both sides of the column, and the one side The metal ribbed expansion net is fixed to the column through the fixing parts, the fixing parts are self-tapping screws and/or air gun nails; the metal rib expansion steel net on one side can be stably fixed, and the Walls can be held in precise position against the columns and/or braces.

Further, in one embodiment of the present utility model, the tie piece is used to tie the V-shaped mesh frame of metal ribbed expanded steel and/or the support member placed outside the metal reinforced expanded steel and perpendicular to the V-shaped mesh frame, so that The support member perpendicular to the V-shaped grid on the outer side of the metal reinforced expanded steel is retained/or removed after the filling layer is completed; since one side of the metal reinforced expanded steel has been fixed on the column and the diagonal bracing, it is not necessary to The longitudinal positioning support member is required, and the tie piece is directly tied to the V-shaped mesh frame of metal ribbed expanded steel, so that the tie force is stable and even; Bone vertical support members can enhance the strength of the metal reinforced steel structure when filling the filling layer. After the filling layer is consolidated, there is no lateral thrust. The removal of the vertical support members will not cause the wall to expand and will not cause whitewashing. Cracks occur in layers that position support members along the longitudinal direction.

In one embodiment of the present utility model, the lateral force resistance rod is arranged between the columns, and the lateral force resistance rod is preferably strip steel; it does not protrude from the wall surface to facilitate the subsequent wall surface construction process or decoration; the upper end of the strip is provided with a locking connection hole and the locking connection hole of the column to be locked with bolts; it is convenient for construction; the lower end of the strip is provided with a tension hole for easy tension; the lower end of the strip is bent 90 degrees to the The column is fixed with self-tapping screws on one side of the anti-lateral force pull rod and the other side of the column respectively; Fix it, and then bend it at the lower end of the strip steel at 90 degrees. After fitting it on the other side of the column, use self-tapping screws for final locking. The final locking and the friction force of the 90-degree bending can effectively play the Advantages of steel section tensile strength.

In an embodiment of the present invention, the ground beams are preferably continuous double beams, and the continuous double beams are composed of continuous single beams with the same structure, and the continuous single beams are single-piece truss beams. The single-piece truss beam includes an upper chord, a lower chord, a column, and a diagonal brace. The upper chord/and the lower chord are made of L-shaped steel, and the column/and the diagonal brace are made of L-shaped steel/or flat-shaped steel/or round shaped steel. The ground beams described above are further covered with concrete grouting columns. The ground beam can form a good shear force and moment resistance mechanism.

With the above-mentioned technical solution, the three-dimensional light steel frame composed of two-way continuous double beams proposed by the utility model has at least the following advantages:

The three-dimensional light steel frame composed of two-way continuous double girders proposed by the utility model simplifies the production of light steel components, and the investment in production equipment is small; the bolts are used to lock and fix, the on-site installation is simplified, and non-architecture professional technicians can participate in the construction; The structural components of the double-beam clamping column can be assembled in parallel, which is convenient for component replacement and elastic adjustment, and convenient for on-site assembly; the steel components are preferably cut by galvanized steel coils/or cold bay roll forming, and the components can be rolled and formed at one time , which is conducive to automatic production; the production and on-site installation of the components do not require welding, and the galvanized layer is not damaged, which is beneficial to anti-corrosion; the strengthening of some components and the overall structure is conducive to the adoption of traditional wet wall structures, such as masonry blocks, Concrete, soil and other heavy building materials and recycled old building materials can be used together, which reduces the construction cost and makes it more suitable for practical use; in particular, the continuous double beam and column are placed on both sides of the outer edge of the column with a continuous single beam structure This method eliminates the accumulation of errors during the installation process.

By means of the above-mentioned technical solution, the utility model has the above-mentioned many advantages and practical value, and no similar structural design has been published or used in similar products, so it is indeed an innovation, no matter in the structure or function of the product. Great improvement, great progress in technology, and produced easy-to-use and practical effects, and has improved multiple functions compared with the existing light steel roof truss, so it is more suitable for practical use, and has a wide range of industries Utilizing the value, it is a novel, progressive and practical new design.

In order to describe the technical solution of the utility model more clearly and implement it according to the contents of the specification, the following describes the utility model in detail with reference to the accompanying drawings and specific implementation methods.

Description of drawings

Fig. 1 shows a schematic diagram of a three-dimensional light steel frame composed of two-way continuous double girders of the utility model.

Figure 2-1 shows the schematic diagram of the beam 1 component, which can be 1/L: L-shaped steel beam with curled L-shaped steel beam at the end, 1/U: U-shaped steel beam, upper and lower edge flanges U-shaped steel beams with different widths, with curled U-shaped steel beams at the ends, l/C: C-shaped steel beams, C-shaped steel beams with different widths on the upper and lower flanges, and C-shaped steel beams with curled ends Shaped steel beam, l/Z: Z-shaped steel beam with edged Z-shaped steel beam at the end, l/P: flat plate shaped steel beam, l/W: square wooden beam, 15: single-piece truss beam ;

Figure 2-2 shows the schematic diagram of column 2 components, which can be 2/U: U-shaped steel column, 2/C: C-shaped steel column, 2/RO: open square steel column, 2/RC: bent square steel column , Rivet 510;

What Fig. 2-3 shows is beam 1, column 2, concrete/or cement mortar 601 grouting strengthening structure diagram;

Figure 3-1 shows a schematic diagram of overlapping splicing of single girders;

Figure 3-2 shows a schematic diagram of the overlapping connection of single-piece truss beams;

Figure 3-3 shows a schematic diagram of the connection of the single beam connector;

What Fig. 4-1 shows is the perspective schematic diagram of strengthened lightweight composite floor 31;

What Fig. 4-2 shows is the schematic diagram of light composite floor 311;

What Fig. 4-3 shows is the schematic diagram of profiled steel plate connector 51;

Figure 4-4 shows a schematic diagram of a folded profiled steel plate;

Figure 4-5 shows a schematic diagram of a corrugated profiled steel plate;

What Fig. 4-6 shows is the schematic diagram of expanded mesh 54 with ribs;

What Fig. 4-7 shows is the cross-sectional schematic view of ribbed expansion net 54;

What Fig. 4-8 shows is the cross-sectional schematic diagram of one option of reinforced light composite floor slab 31;

What Fig. 4-9 shows is the cross-sectional schematic diagram of one option of reinforced lightweight composite floor slab 31;

Figure 5-1 shows a schematic diagram of an embedded continuous single beam;

Figure 5-2 shows a partially enlarged schematic diagram;

Figure 5-3 shows a partially enlarged schematic diagram;

Figure 5-4 shows a schematic diagram of the strip steel tie rod bending and locking reinforcement structure;

What Fig. 6-1 shows is the schematic diagram of the elevation of single piece truss beam 15;

Figure 6-2 shows a schematic plan view of a single-piece truss beam 15;

Figure 6-3 shows a schematic cross-sectional view of a single-piece truss beam 15;

Figure 6-4 shows a schematic cross-sectional view of a single-piece truss beam 15;

Figure 6-5 shows a schematic perspective view of a single-piece truss beam 15;

Figure 7-1 shows a schematic perspective view of the truss girder 13;

Figure 7-2 shows the schematic diagram of the truss beam elevation;

Figure 7-3 shows a schematic cross-sectional view of the truss beam 13;

Figure 7-4 shows a schematic diagram of setting steel members between double beams and pouring concrete/or cement mortar 601;

Figure 8-1 shows a schematic diagram of reinforcement of the thickened steel plate 518 and punched groove 71 in the locking connection hole of the beam 1;

Figure 8-2 shows a schematic cross-sectional view of the stamping groove;

Figure 8-3 shows an enlarged schematic view of the stamping groove 71;

Figure 8-4 shows a schematic cross-sectional view of the reinforced steel plate 518 in the locking connection hole of the column-beam member;

Figure 8-5 shows a schematic diagram of the reinforcement elevation of the column-beam component locking connection hole thickened steel plate 518;

Figure 9-1 shows a schematic diagram of the elevation of the partial frame strengthening structure;

Figure 9-2 shows a schematic cross-sectional view of pouring concrete/or cement mortar 601 between double girders 1;

Figure 9-3 shows a schematic cross-sectional view of the outer superimposed member 511 of the beam 1;

Figure 9-4 shows a schematic cross-sectional view of the stacking member 511;

What Fig. 9-5 shows is that the periphery of column 2 is wrapped with steel mesh 53 plane schematic diagram;

Figure 9-6 shows a schematic cross-sectional view of a prefabricated concrete wall panel 68 in a room with double girders

What Fig. 10-1 shows is the schematic diagram of the elevation of the integrated positioning steel frame 55;

Figure 10-2 shows a partial perspective view of the integrated positioning steel frame 55;

Figure 10-3 shows a schematic cross-sectional view of the embedded bolt positioning C-shaped steel 551;

Figure 10-4 shows a cross-sectional elevation schematic view of the bolt reinforced gasket 552;

Figure 10-5 shows a schematic cross-sectional view of an anti-pulling nut 555;

Figure 11-1 shows a schematic diagram of a wall with a skin effect structure wall 621 arranged on both sides of the column;

Figure 11-2 shows a partially enlarged plan view;

Figure 11-3 shows a partially enlarged cross-sectional schematic diagram;

Figure 11-4 shows a schematic diagram of a wall with a wall 621 with a skin effect structure on one side of the column and an anti-lateral force pull rod 42 on the other side;

Figure 11-5 shows a partially enlarged plan view;

Figure 11-6 shows a partially enlarged cross-sectional schematic diagram;

Figure 12-1 shows a schematic diagram of the elevation of the reinforcement and fixing gasket 517;

Figure 12-2 shows a schematic cross-sectional view of the reinforced fixing gasket 517;

What Fig. 13-1 shows is that there is a schematic plan view of the wall 64 shown in the expanded net with ribs;

What Fig. 13-2 shows is the perspective schematic view of the body of wall 64 shown by the stretched net with ribs;

What Fig. 13-3 shows is the sectional schematic view of the body of wall 64 that has rib expansion net to pull knot to show;

Fig. 14-1 shows a schematic diagram of the arrangement of the strengthening member 24 on the outside of the structural main column 21;

What Fig. 14-2 shows is the concrete column 215 reinforced parts schematic diagram;

Fig. 14-3 shows a schematic diagram of steel column 214 reinforcement components.

Wherein, the serial number in the description is not a limitation of the utility model, and in a specific embodiment, its meaning is as follows:

1: Beam

11: Horizontal beam 12: Roof slope beam 13: Truss beam 131: Truss beam upper chord beam

132: Truss beam lower chord beam 134: Truss beam diagonal brace 14: Ground beam

15: Monolithic truss beam 151: Monolithic truss beam upper chord 152: Monolithic truss beam lower chord

153: Monolithic truss beam bracing 16: Purlins/stringers

1/L: L-shaped steel beam 1/U: U-shaped steel beam l/C: C-shaped steel beam l/Z: Z-shaped steel beam

l/P: planar steel beam 1/W: square wooden beam

2: column

21: main column 22: small column 23: wall reinforcement column

24: Reinforcing parts are set outside the main column of the structure 213: Truss beam column 214: Steel column

215: Concrete column 2/u: U-shaped steel column 2/C: C-shaped steel column

2/RO: open rectangular steel column 2/RC: bent square steel column

3: floor

31: Reinforced light composite floor 311: Light composite floor

32: steel mesh cement ceiling

41: Diagonal brace 42: Pull rod

501: Bolt 502: Self-tapping screw 503: Heat conduction insulating gasket

505: round steel 506: stirrup 507: prestressed steel wire 508: prestressed steel wire casing

509: rivet nail 510: pull nail 511: superimposed component 512: continuous connection plate

513: Sleeve 5131: End Expansion Sleeve 514: Pressure Gasket 515: Gas Steel Nail

516: Steel bar 517: Reinforced fixed gasket 518: Thickened steel plate

51: profiled steel plate connector 52: profiled steel plate 53: steel mesh

531: Anti-cracking net and/or anti-cracking fiber 54: Expanded net with ribs 541: Expanded net with ribs

55: Integrated positioning steel member 551: Integrated positioning C-shaped steel

552: Embedded bolt reinforcement gasket 553: Embedded bolt 554: Wildebeest

555: anti-pull nut

60: concrete 601: concrete/or cement mortar 61: cement mortar

62: Composite wall with skin effect structure 621: Wall with skin effect structure

63: Block wall 64: Expanded steel mesh wall with reinforcement 65: Insulation layer

66: Filling the wall 67: Wall anchors 68: Prefabricated concrete wall

70: locking connection hole 71: stamping groove 72: tension hole

detailed description

In order to further explain the technical means and effects that the utility model takes to achieve the predetermined utility model purpose, below in conjunction with the accompanying drawings and preferred embodiments, the three-dimensional light steel frame formed by the two-way continuous double beam proposed according to the utility model will be described below. Specific embodiments, structures, features and effects thereof are described in detail below.

Please refer to Fig. 1 which is a schematic diagram of a three-dimensional light steel frame composed of two-way continuous double girders of the utility model. The figure shows roof beams 12, horizontal beams 11, ground beams 14, single-piece truss beams 15, truss beams 13, purlins/purlins 16, integrated positioning steel members 55, main columns 21, small columns 22, and wall reinforcement columns 23. Reinforcing parts 24, diagonal braces 41, tie rods 42, composite structural walls with skin effect 62, block walls 63, ribbed expanded steel mesh tie-type walls 64, reinforced light composite Floor 31.

Please refer to Figures 2-1 to 2-3, which are schematic diagrams of beam-column sections and beam-column grouting strengthening structures described in the present invention. The schematic diagram of the beam 1 shown in Figure 2-1 can be 1/L: L-shaped steel beam with curled L-shaped steel beam at the end, 1/U: U-shaped steel beam with different widths of the upper and lower flanges U-shaped steel beam, end with curled U-shaped steel beam, l/C: C-shaped steel beam, upper and lower edge flanges with different width C-shaped steel beam, end with curled C-shaped steel Beams, l/Z: Z-shaped steel beams with rolled-up Z-shaped steel beams at the ends, l/P: flat-shaped steel beams, l/W: square wooden beams, 15: single-piece truss beams, etc. The schematic diagram of column 2 shown in Figure 2-2 can be 2/U: U-shaped steel column, 2/C: C-shaped steel column, 2/RO: open square steel column, 2/RC: bent square steel column, pull Nail 510. Fig. 2-3 shows a schematic diagram of a beam 1, column 2, concrete/or cement mortar 601 grouting strengthening structure.

Please refer to Figures 3-1 to 3-3 which show the schematic diagrams of the single girder connection of the present invention. Figure 3-1 is a schematic diagram of the overlapping connection of single girders; two single girders are overlapped and connected, and a locking connection hole 70 is set at the end of the 1st connection, and the overlapping part of the wing plate is cut off, and the web overlaps and the column is locked The connecting hole 70 is tightly connected by bolts 510 . Figure 3-2 shows a schematic diagram of the overlapping connection of single-piece truss beams; single-piece truss beams 15 are connected at column 2, and the upper chord 151 of two single-piece truss beams 15 is an L-shaped steel beam 1/L And the lower chord beam 152 is an L-shaped steel beam 1/L, and the contact surface between the two ends of the connection and the column 2 is provided with a locking connection hole 70, and the two continuous single beams 1 are overlapped and connected with the column at the same time. 70 is locked and connected with bolt 510. Figure 3-3 shows a schematic diagram of the connection of the single beam connector; the two continuous single beams 1 are connected at the column 2, and the connection ends of the two continuous single beams are provided with locking connection holes, which are connected with the connection The locking connection hole provided by the piece 512 is tightly connected with the bolt 501, and the locking connection hole provided by the connecting piece 512 is connected with the locking connection hole provided by the column with the bolt 501. The connecting piece 512 is made of U-shaped steel /or L-shaped section steel/or flat-shaped section steel.

Please refer to Fig. 4-1 to Fig. 4-9 which show the schematic diagrams of the strengthened lightweight composite floor 31 of the present invention. What Fig. 4-1 shows is the perspective schematic diagram of strengthened light composite floor 31; Said strengthened light composite floor 31 comprises light composite floor 311, purlin 16, anti-lateral force rod 42 and/or steel mesh cement mortar ceiling 32, a component Combined with connectors, the light composite floor slab 311 is arranged above the purlins 16 , and the anti-lateral force rods 42 and/or the steel mesh cement mortar ceiling 32 are arranged below the purlins 16 . Figure 4-2 shows a schematic diagram of a light composite floor 311; the light composite floor 311 includes a floor deck, and the floor deck is a corrugated profiled steel plate 52/or a folded profiled steel plate 52, the The connector 51 connects the profiled steel plate 52 and the purlin 16, the upper part of the profiled steel plate 52 is filled with concrete/or cement mortar 601, and the concrete/or cement mortar 601 is provided with an anti-crack net/or anti-crack fiber 531. Figure 4-3 shows a schematic diagram of a profiled steel connector 51; the connector includes a self-tapping screw 502, a sleeve 513 and/or a pressure washer 514, and the sleeve 513 is closely attached to the self-tapping screw 502 In combination, the sleeve further adopts an end expansion sleeve 5131, and one or both ends of the end expansion sleeve 5131 are expanded to form a pressure-bearing gasket. What Figure 4-4 shows is the schematic diagram of the folded profiled steel plate. Figure 4-5 shows a schematic diagram of a corrugated profiled steel plate. Figures 4-6 show schematic diagrams of a ribbed expanded mesh 54, which has a V-shaped mesh frame 541 and an expanded mesh surface. Figures 4-7 show a schematic cross-sectional view of a reinforced expanded mesh 54; the reinforced expanded steel mesh 54 has a V541-shaped mesh bone and the anti-crack mesh and/or anti-crack fibers built into the cement mortar described above on the expanded mesh surface. Figure 4-8 shows a schematic cross-sectional view of one option of reinforced light-duty composite floor slab 31; the anti-lateral force rod 42 is set under the purlin 16, and the connection between the purlin 16 and the lateral force anti-tension rod 42 is a self-tapping screw 502 /or gas steel nails 515, and the top of the purlins is a light composite floor slab 31. Figure 4-9 shows a cross-sectional schematic view of one option of strengthening the light composite floor 31; a steel mesh cement mortar ceiling 32 is set below the purlin 16, and the steel mesh cement mortar ceiling 32 includes a ribbed expansion net 54 and cement mortar 61 , the cement mortar 61 has a built-in anti-cracking net and/or anti-cracking fiber 531, the connecting parts between the purlin 16 and the steel mesh cement mortar ceiling 32 are self-tapping screws 502/or air-steel nails 515, and the top of the purlin 16 is a light composite Floor 31.

Please refer to Figures 5-1 to 5-4, which are schematic diagrams of the utility model's embedded continuous single beam and strip steel tie rod bending and locking reinforcement structure. The above Figure 5-1 shows a schematic diagram of the embedded continuous single beam; the embedded continuous single beam 1 is an L-shaped steel beam 1/L, a C-shaped steel beam 1/C, and a Z-shaped steel beam The upper and lower edges of 1/Z are cut and embedded within the two side lines of the column 2, and the embedded single beam 1 is provided with a locking connection hole 70 at the web and connected with the locking connection hole 70 of the column 2 with bolts 501 . What Fig. 5-4 shows is the schematic diagram of the strip steel tie rod bending and locking strengthening structure; wherein the upper end of the strip steel tie rod 42 is provided with a locking connection hole 70 and the locking connection hole 70 of the column 2 is tightly connected with a bolt 501; for convenience Tightening construction; the lower end of the strip steel is provided with a tensioning hole 72 for easy tensioning; after the strip steel is tensioned and positioned, the self-tapping screw 502 is fixed on the side of the pull rod 42 and the column 2 is falsely fixed, and then the lower end of the strip steel is bent 90 degrees, after fitting the other side of the column 2, use self-tapping screws 502 for final locking.

Please refer to Fig. 6-1 to Fig. 6-5 which are schematic diagrams of the single-piece truss beam 15 of the present invention. 6-1 shows a schematic diagram of the elevation of a single-piece truss beam 15; the single-piece truss beam 15 includes an upper chord 151, a lower chord 152, and a brace 153, and the upper chord 151 and/or lower chord 152 adopts an L-shape Section steel 1/L, the diagonal brace 153 is composed of L-shaped section steel 1/L and/or flat section steel 1/P/or round section steel; The locking connection holes 70 provided on the contact surfaces of the column 2 / and the truss beam column 213 are tightly connected with the locking connection holes 70 provided on both sides of the column 2 / and the truss beam column 213 with bolts 510 . 6-2 shows a schematic plan view of the single-piece truss beam 15; the continuous single-piece truss beam 15 is respectively arranged on both sides of the outer edge of the column 2, and the continuous single-piece truss beam 15 and The column 2 remains continuous at the cross connection, and the continuous single-piece truss beam 15 is further connected; preferably, the single-piece truss beam 15 is overlapped and continuous. The double monolithic truss beams 15 are tightly connected with the columns by bolts 501 . 6-3 is a schematic cross-sectional view of a single-piece truss beam 15; the continuous single-piece truss beam 15 intersects with the continuous beam 1 . 6-4 is a schematic cross-sectional view of the single-piece truss beam 15; the upper chord 151 and the lower chord 152 of the continuous single-piece truss beam 15 are locked and connected to the truss beam column 213 by locking connectors. 6-5 is a schematic perspective view of the single-piece truss beam 15 .

Please refer to Figures 7-1 to 7-4, which are schematic diagrams of the truss girder 13 of the present invention. 7-1 shows a schematic perspective view of the truss girder 13; the truss girder 13 includes a truss girder upper chord 131, a truss girder lower chord 132, a truss girder column 213, and a truss girder brace 134. The truss girder The upper chord 131 and the lower chord 132 of the truss girder are composed of continuous single beams with the same or different structures. The continuous single beams are respectively arranged on both sides of the outer edge of the column 2. The continuous single beams and The column 2, the truss beam column 213, and the truss beam brace 134 are tightly connected by bolts 501. The above-mentioned Figure 7-2 shows a schematic diagram of the elevation of the truss beam. said

Figure 7-3 shows a schematic cross-sectional view of the truss girder 13; the cavities of the upper chord 131 of the truss girder, the cavities of the open square steel of the lower chord 132 of the truss girder, the cavities of the truss beam columns 213, the truss Concrete/or cement mortar 601 is poured into the cavities of the beam braces 134 . What Figure 7-4 shows is a schematic diagram of setting steel components and pouring concrete/or cement mortar 601 between the double girders; the steel components for strengthening the structural strength are set between the double girders, and the steel components are steel Rod 501, or stirrup 506, or prestressed steel wire 507, or prestressed steel wire sleeve 508, and concrete/or cement mortar 601 is poured.

Please refer to Figures 8-1 to 8-5, which are diagrams showing reinforcement of the thickened steel plate 13 and punched groove 71 of the beam-column locking connection hole of the utility model. 8-1 is a schematic diagram of reinforcement of the thickened steel plate 518 and the punched groove 71 for the locking connection hole of the beam 1; the thickened steel plate for reinforcement is arranged on the periphery of the locking connection hole 70 of the beam 1 or column 2 518 or stamping groove 71, and the periphery of the bolt locking part is locked with self-tapping screws 502 for false fixing. 8-2 is a schematic cross-sectional view of the punching groove; the punching groove 71 of the beam 1 is inserted into the locking connection hole 70 of the column 2 and connected with the bolt 501, and the cavity of the column Concrete and/or cement mortar 601 are poured in between. 8-3 is an enlarged schematic view of the punching groove 71; the punching groove 71 is embedded in the locking connection hole 70 of the column 1 and connected with the bolt 501, and the locking connection of the column The diameter of the hole 70 is larger than the punched groove 71 on the periphery of the beam locking connection hole. 8-4 is a schematic cross-sectional view of the reinforcement of the thickened steel plate 518 in the locking connection hole of the column-beam member. 8-5 is a schematic diagram of the reinforcement elevation of the thickened steel plate 518 in the locking connection hole of the column-beam member; or column joints.

Please refer to Fig. 9-1 to Fig. 9-6 which show the schematic diagrams of the partial frame strengthening structure of the present invention. 9-1 shows a schematic diagram of the elevation of a partial frame reinforcement structure; the frame reinforcement structure includes pouring concrete/or cement mortar 601 between the double beams 1, and setting a prefabricated concrete wall panel 68 between the double beams 1, The periphery of the column 2 is wrapped with steel wire mesh 53 and combined with the block wall 63 with cement mortar 61, the outer superimposed member 511 of the beam 1, and the heat conduction insulating gasket 503 is added between the beam 1 and the outer superimposed member. 9-2 is a schematic cross-sectional view of pouring concrete/or cement mortar 601 between the double girders 1 . 9-3 is a schematic cross-sectional view of the outer stacking member 511 of the beam 1; the outer stacking member 511 of the beam 1, and a thermally conductive insulating gasket 503 is added between the beam 1 and the outer stacking member 511. 9-4 is a schematic cross-sectional view of the stacking member 511 . 9-5 is a schematic plan view showing that the periphery of the column 2 is wrapped with steel wire mesh 53; 63 walls are combined with cement mortar 61 . 9-6 shows a schematic cross-sectional view of a prefabricated concrete wall panel 68 in one room of double girders; a prefabricated concrete wall panel 68/or prefabricated lightweight concrete wall panel/or prefabricated hollow concrete wall is set in one room of double girders plate.

Please refer to Figures 10-1 to 10-5, which are schematic diagrams of the integrated positioning steel frame 55 of the present invention. 10-1 shows a schematic diagram of the elevation of the integrated positioning steel frame 55; the integrated positioning steel frame includes a horned horse 554, a bolt reinforcement washer 552, a pre-embedded bolt positioning C-shaped steel 551, an embedded bolt 553 , anti-pulling nut 555 . Figure 10-2 shows a partial perspective view of the integrated positioning steel frame 55; the column 2 and the wildebeest 554 are tightly connected with bolts 501, and the wildebeest 554 is tightly connected with embedded bolts 553, and the embedded bolts 553 is fixed on the pre-embedded bolt reinforcing gasket 552 and the pre-embedded bolt positioning C-shaped steel 551. 10-3 is a schematic cross-sectional view of the embedded bolt positioning C-shaped steel 551; the embedded bolt positioning C-shaped steel 551 is provided with embedded bolt locking connection holes 70. 10-4 is a schematic cross-sectional elevation view of the bolt reinforcement washer 552; the bolt reinforcement washer 552 is provided with the pre-embedded bolt locking connection hole 70. 10-5 shows a schematic cross-sectional view of the anti-pullout nut 555; the bolt reinforcement gasket 552 is arranged on the embedded bolt positioning C-shaped steel 551, and the anti-pullout nut 555 is arranged on the The bottom of the bolt reinforcement gasket 552/or the pre-embedded bolt is positioned below the C-shaped section steel 551.

Please refer to Fig. 11-1 to Fig. 11-6, which are the schematic diagrams of the composite structure wall 62 with skin effect of the present invention. 11-1 shows a schematic diagram of a wall with a skin effect structure wall 621 arranged on both sides of the column; including the main column 21, the small column 22, the wall supplementary wall column 23, and the structure wall with a skin effect on both sides. Face 621. 11-2 is a partially enlarged schematic plan view; including the small column 22, metal ribbed expansion net 54, cement mortar layer 61, anti-cracking net and/or anti-cracking fiber 531, self-tapping screw 502/ Or air steel nail 515, filling body of wall 66. 11-3 is a partially enlarged schematic cross-sectional view; including all metal ribbed expanded mesh 54, cement mortar layer 61, anti-cracking mesh and/or anti-cracking fiber 531, self-tapping screws 502/or gas steel nails 515 , filling the body of wall 66 . 11-4 shows a schematic diagram of a wall with a skin effect structure wall 621 on one side of the column and an anti-lateral force pull rod 42 on the other side; including the main column 21, the small column 22, and the wall supplementary column 23. One side has a skin effect structure wall surface 621 , anti-lateral force pull rod 42 and insulating layer 65 . 11-5 is a partially enlarged schematic plan view; including the small column 22, metal ribbed expansion net 54, cement mortar layer 61, anti-cracking net and/or anti-cracking fiber 531, self-tapping screw 502/ Or gas steel nails 515, filling wall body 66, anti-lateral force pull rod 42, insulating layer 65. 11-6 is a partially enlarged cross-sectional schematic diagram; including all metal ribbed expansion mesh 54, cement mortar layer 61, anti-cracking mesh and/or anti-cracking fiber 531, self-tapping screws 502/or gas steel nails 515 , filling wall body 66 , anti-lateral force pull rod 42 , insulating layer 65 .

Please refer to Fig. 12-1 to Fig. 12-2 which show the schematic diagrams of the reinforcement and fixing gasket 517 of the wall with skin effect structure of the present invention. 12-1 is a schematic elevational view of the configuration of the reinforcing and fixing gasket 517; What Fig. 12-2 shows is the schematic cross-sectional view of the reinforced and fixed gasket 517; including the main column 21 of the structure, the small column 22, the expanded net 54 with ribs, the reinforced and fixed gasket 517, the cement mortar 61, the anti-crack net and /or anti-crack fiber 531.

Please refer to Fig. 13-1 to Fig. 13-3 which show a schematic view of the wall body 64 of the utility model with a ribbed expansion net. What shown in Fig. 13-1 is the planar view of the wall 64 shown by the rib expansion net; including the main column 21 of the structure, the small column 22, the expansion net 54 with the rib, the expansion net frame 541 with the rib, the wall Body tie piece 67, filling wall body 66, cement mortar 61. What Fig. 13-2 shows is the perspective schematic diagram of the wall 64 shown in the drawing of the rib expansion net; including the main column 21 of the structure, the small column 22, the expansion net 54 with the rib, the grid frame 541 of the expansion net with the rib, and the wall Body tie piece 67, filling wall body 66, cement mortar 61. What said Fig. 13-3 shows is the cross-sectional schematic view of the wall body 64 shown in the drawing knot of the expanded net with ribs; it includes the main column 21 of the structure, the small column 22, the expanded net 54 with ribs, the expanded net grid frame 541 with ribs, the wall Body tie piece 67, filling wall body 66, cement mortar 61.

Please refer to Fig. 14-1 to Fig. 14-3, which are schematic diagrams showing reinforcement components 24 arranged outside the main column of the structure of the present invention. 14-1 is a schematic diagram showing the configuration of the reinforcement member 24 outside the main structural column 21; 14-2 is a schematic diagram of the reinforcement components of the concrete column 215; 14-3 is a schematic diagram of the reinforced components of the steel column 214 ; including the structural main column 21 , the beam 1 , the steel column 214 , and concrete/or cement mortar 601 .

The above are only preferred embodiments of the utility model, and are not intended to limit the utility model in any form. Although the utility model has been disclosed as above with preferred embodiments, it is not intended to limit the utility model. Any Those who are familiar with this profession, without departing from the scope of the technical solution of the present utility model, may use the technical content disclosed above to make some changes or modify equivalent embodiments with equivalent changes, but all the technical solutions of the utility model do not depart from the scope of the utility model. Any simple modifications, equivalent changes and modifications made to the above embodiments according to the technical essence of the utility model still belong to the scope of the technical solution of the utility model.

Claims (30)

1. the D light Steel Structure of a two-way continuous twin beams formation, it comprises beam, purlin and/or stringer, post, body of wall, floor and/or roof, lateral force resistance diagonal brace and/or pull bar, it is characterized in that, wherein said beam is continuous twin beams, the continuous single-beam that described continuous twin beams is identical or not identical by structure combines, described continuous single-beam is separately positioned on the both sides of the outer rim of described post, and described continuous single-beam and described post keep continuously uninterrupted in interconnection place; Described floor is all or part of strengthening light type composite floor.

2. the D light Steel Structure of two-way continuous twin beams formation according to claim 1, wherein:

Described post comprises the reinforcement post configured in structure principal post, pillar, masonry shearwalls body, the post be located in girder truss, is located at diagonal brace between described post and post, is located at girder truss column, and/or is located at girder truss diagonal brace;

Described beam comprises horizontal beam, cant beam, girder truss wind up beam and/or girder truss lower-cord beam and/or grade beam;

Described continuous single-beam is made up of one or more being selected from L shape shaped steel, C shape shaped steel, Z-shaped shaped steel, plate shaped shaped steel, monolithic girder truss;

Described purlin or stringer are selected from one or more formations of C shape shaped steel, Z-shaped shaped steel and/or monolithic girder truss;

Described monolithic girder truss comprise wind up, lower edge, shearing resistance diagonal brace, described in wind up and/or lower edge adopts L shape shaped steel, described shearing resistance diagonal brace is made up of L shape shaped steel and/or plate shaped shaped steel and/or circular shaped steel;

Described post is by C shape shaped steel, square opening shaped steel, bending square structural steel, square structural steel, one or more are formed, and described square opening shaped steel is concrete perfusion and/or cement mortar between square opening shaped steel further;

Described bending square structural steel comprises the square of steel plate cold bending roll extrusion and steel plate two ends become the crimping of 90 degree in square corner fastening place, the distance drawing that the crimping at described two ends adopts blind rivet interval suitable separately;

The tight lock connecting hole that the tight lock connecting hole that described continuous single-beam is arranged at described web place and described post both sides are respectively arranged tightly is locked with bolt and is connected.

3. the D light Steel Structure of two-way continuous twin beams formation according to claim 2, wherein said L shape shaped steel, C shape shaped steel, Z-shaped shaped steel, square opening shaped steel are provided with crimping further; On described C shape shaped steel, Z-shaped shaped steel, the width of lower edge wing plate is identical or different; Described L shape shaped steel, C shape shaped steel, Z-shaped shaped steel, square opening, bending square structural steel, plate shaped shaped steel be adopt zinc-plated coil of strip cut and/or the roll forming of cold gulf or be not adopt zinc-plated coil of strip cut and/or the roll forming of cold gulf.

4. the D light Steel Structure of two-way continuous twin beams formation according to claim 1, wherein said continuous single-beam adopts single-beam continued access further, and described single-beam continued access comprises single-beam overlapping continued access and/or the continued access of single-beam connector.

5. the D light Steel Structure of two-way continuous twin beams formation according to claim 1, wherein said floor is all or locally strengthening light type composite floor, described strengthening light type composite floor comprises light type composite floor, purlin, lateral force resistance pull bar and/or Materials of Steel Wire Net Cement mortar ceiling, each assembly is combined into one with connector, described light type composite floor is located at above purlin, and lateral force resistance pull bar and/or Materials of Steel Wire Net Cement mortar ceiling are located at below purlin.

6. the D light Steel Structure of two-way continuous twin beams formation according to claim 5, wherein:

Described light type composite floor comprises floor support plate, and described floor support plate is waveform profiled sheet or folding shape profiled sheet, and its thickness is 0.2 millimeter-1.0 millimeters; Described profiled sheet gash depth is 30 millimeters-50 millimeters;

Described profiled sheet concrete perfusion and/or cement mortar; Described concrete and/or the built-in anti-cracking net/of cement mortar or defend and split fibre;

The thickness of described concrete and/or cement mortar is within profiled sheet wave top 50 millimeters;

Described profiled sheet is combined with described purlin with connector, described connector comprises self-tapping screw, sleeve pipe and/or pressure-bearing pad, described sleeve pipe and self-tapping screw fit tightly, described sleeve pipe adopts end expanded casing further, and the expansion of expanded casing one or both ends, described end forms pressure-bearing pad;

The interval of described purlin is less than 180 centimetres;

The single diagonal angle/of plate or biconjugate angle are hugged in described lateral force resistance pull bar tension,

Described pull bar is excellent is band steel, and described band steel is combined with described purlin with connector, and described connector is self-tapping screw;

Described Materials of Steel Wire Net Cement mortar ceiling comprises steel mesh, and described steel mesh expands steel mesh for there being muscle;

Described have muscle expand steel mesh have V-arrangement net bone with expansion wire side, described in have muscle expansion web to be combined with described purlin with connector;

Described connector is self-tapping screw and/or gas steel nail,

The built-in anti-cracking net of described cement mortar and/or defend and split fibre.

7. the D light Steel Structure that the two-way continuous twin beams according to claim arbitrary in claim 1-6 is formed, wherein said continuous single-beam is L shape shaped steel, C shape shaped steel, Z-shaped shaped steel are made, described continuous single-beam is embedded continuous single-beam, described embedded continuous single-beam is L shape shaped steel, the upper and lower of C shape shaped steel, Z-shaped shaped steel embeds because of place's excision within described post two sideline, and described embedded single-beam arranges tight lock connecting hole and is connected with bolt with the tight lock connecting hole that post is arranged in web place.

8. the D light Steel Structure that the two-way continuous twin beams according to claim arbitrary in claim 1-6 is formed, the light steel framework structure of three dimensionality that wherein said two-way continuous twin beams is formed is provided with one or more further and strengthens structure.

9. the D light Steel Structure of two-way continuous twin beams formation according to claim 8, wherein the lower Xuan Liang of girder truss adopts square opening shaped steel further, described square opening shaped steel opening upwards, excise with the post be located in girder truss and diagonal brace crossover place steel plate, described square opening shaped steel both sides steel plate arranges tight lock connecting hole and is connected with bolt with the tight lock connecting hole that the post in girder truss and diagonal brace are arranged.

10. the D light Steel Structure of two-way continuous twin beams formation according to claim 8, wherein said reinforcement structure adds at described separate members to arrange locating hole in beam and column center line crosspoint in beam and column man-hour, and described locating hole is played tricks fixing with bolt/or cone rod iron.

The D light Steel Structure that 11. two-way continuous twin beams according to claim 9 are formed, wherein said reinforcement structure is concrete perfusion/or cement mortar between twin beams and/or between the cavity of described post and/or between the cavity of the square opening shaped steel of described girder truss lower-cord beam.

The D light Steel Structure that 12. two-way continuous twin beams according to claim 9 or 11 are formed, wherein said reinforcement structure removes after concrete perfusion and/or cement mortar between described twin beams and/or between the cavity of described post and/or between the cavity of the square opening shaped steel of described girder truss lower-cord beam at peripheral fixing, the described self-tapping screw of playing tricks with self-tapping screw locking of the tight latch fitting of bolt or retain after framework corrects.

The D light Steel Structure that 13. two-way continuous twin beams according to claim 9 or 11 are formed, wherein said reinforcement structure is the steel beam column arranged between described twin beams and/or between the cavity of described post and/or between the cavity of the square opening shaped steel of described girder truss lower-cord beam for strengthening structural strength, and concrete perfusion/or cement mortar, described steel beam column is rod iron or stirrup or prestressing force steel wire.

The D light Steel Structure that 14. two-way continuous twin beams according to claim 13 are formed, wherein said stirrup is selected from square stirrup, circular stirrups/or spirality stirrup/or circular steel mesh, and described prestressing force steel wire is sleeve pipe Prestressing steel wire further.

The D light Steel Structure that 15. two-way continuous twin beams according to claim 14 are formed, wherein said rod iron, sleeve pipe, prestressing force steel wire are through described post.

The D light Steel Structure that 16. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure tightly locks connecting hole periphery at beam or post to arrange and thicken steel plate for reinforcement, and the described steel plate that thickens adopts additional steel plates to connect with the fourth of the twelve Earthly Branches and/or connect without the fourth of the twelve Earthly Branches and/or welding manner engages with described beam or post.

The D light Steel Structure that 17. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure tightly locks the peripheral stamped recess of connecting hole at beam, the tight lock connecting hole of the post described in described stamped recess embeds tightly locks connection with bolt, and the tight lock connecting hole diameter of described post is greater than described beam and tightly locks the peripheral stamped recess of connecting hole.

The D light Steel Structure that 18. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure is that superposition component is strengthened outside twin beams, and described superposition component is L shape shaped steel, U-shaped shaped steel, C shape shaped steel, plate shaped shaped steel, square structural steel and/or the lumps of wood.

The D light Steel Structure that 19. two-way continuous twin beams according to claim 18 are formed, wherein said superposition component outside twin beams is strengthened being to superpose between component with described outside at described twin beams to set up heat transfer insulation spacer.

The D light Steel Structure that 20. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure is in the periphery of described post with spot welding gauze wire cloth and/or woven steel fabric and/or expansion gauze wire cloth parcel, and is combined by cement mortar with between blockwork.

The D light Steel Structure that 21. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure adopts the Integral locating steel frame being provided with pre-embedded bolt reinforcement pad accurately to locate suspension column pre-embedded bolt, described Integral locating steel frame comprises gnu, pad strengthened by bolt, pre-embedded bolt location C shape shaped steel, pre-buried spiral shell, anti-drawing nut, described suspension column pre-embedded bolt is connected with suspension column by gnu, the described Integral locating steel frame being provided with bolt reinforcement pad adopts C shape shaped steel group structure to form or do not adopt C shape shaped steel group structure to form, described C shape shaped steel opening upwards, and in open end, crimping is set further, described C shape shaped steel arranges pre-embedded bolt hole, described bolt is strengthened pad and is arranged at above described C shape shaped steel pre-embedded bolt hole, described bolt is strengthened pad and is arranged Bolt to position connecting hole, Reperfu-sion concrete after described pre-embedded bolt is fixing, described suspension column is placed in the described bolt that is provided with and strengthens on the Integral locating steel frame of pad.

The D light Steel Structure that 22. two-way continuous twin beams according to claim 21 are formed, wherein said pre-embedded bolt further in described bolt to strengthen below pad/or described C shape shaped steel pre-embedded bolt hole below lock anti-drawing nut.

The D light Steel Structure that 23. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure is at described structure principal post arranged outside strengthening part, described strengthening part comprises steel column outside package structure principal post and/or reinforced concrete post, described steel column/or reinforced concrete post interrupt in beam column crossover node and/or continuously, fill with post concrete or cement mortar between described steel column and described structure principal post.

The D light Steel Structure that 24. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure is between continuous twin beams, arrange precast concrete panel and/or prefabricated lightweight concrete wallboard and/or prefabricated hollow concrete panel.

The D light Steel Structure that 25. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure is all and/or arrange combined type between local post and post and have shear-resistant membrane structure wall, described combined type has shear-resistant membrane structure wall and comprises described post, and/or described post both sides setting has shear-resistant membrane structure wall, and/or the setting of post side has shear-resistant membrane structure wall, opposite side arranges lateral force resistance pull bar body of wall, described post comprises structure principal post, and/or pillar, and/or building block, and/or the reinforcement post configured in filled wall, described have shear-resistant membrane structural wall face and comprise metal and have muscle expansion web, cement sand bed and fixture.

The D light Steel Structure that 26. two-way continuous twin beams according to claim 25 are formed, wherein said metal is made up of V-type net bone and expansion wire side muscle expansion web, described metal has muscle expansion web be fixed on post by described fixture and strengthen on keel, and described fixture is self-tapping screw/or air gun nail; Described lateral force resistance pull bar is band steel.

The D light Steel Structure that 27. two-way continuous twin beams according to claim 26 are formed, wherein said combined type has shear-resistant membrane structure wall and is provided with strengthening part further, described strengthening part comprises setting-up piece and anti cracking device, and described setting-up piece is closely attached in described V-type net bone groove as described air gun nail holder; Described setting-up piece material is rigid plastics; The fiber of described anti cracking device for adding at the built-in glass fiber mesh of cement sand bed or metal spot welding net and/or fibrous concrete.

The D light Steel Structure that 28. two-way continuous twin beams according to claim 8 are formed, wherein said reinforcement structure is between post and post, be provided with muscle expansion steel mesh pulling type body of wall, the described muscle expansion steel mesh pulling type body of wall that has comprises structure principal post, pillar, the reinforcement post configured in filled wall and/or filled wall, be located at the diagonal brace of beam and intercolumniation, muscle is had to expand steel mesh, tension member, and/or insulating layer, and/or the supporting member outside V-arrangement net Bone Wall, the wherein said muscle expansion steel mesh that has is arranged at structure principal post, pillar, the reinforcement post both sides configured in filled wall, wherein the muscle expansion steel mesh that has of side is fixed on described post by fixture, fixture is self-tapping screw/or air gun nail, wherein said filled wall has been arranged between muscle expansion steel mesh, wherein said insulating layer has been arranged at inside muscle expansion steel mesh, the described muscle expansion steel mesh that has has V-arrangement net bone and expansion wire side, described tension member is steel wire or plastic cord, described tension member drawknot has muscle expand the V-arrangement net bone of steel and/or be placed in supporting member vertical with V-arrangement net bone outside muscle expansion steel, described have muscle to expand outside steel with the supporting member of V-arrangement net bone after described packed layer completes reservation and/or remove, described packed layer is for building native or the careless or concrete of slag or light weight concrete construction.

The D light Steel Structure that 29. two-way continuous twin beams according to claim 27 are formed, wherein said reinforcement structure is the pull bar of bending locking, described pull bar is arranged at side and/or the both sides of post, described pull bar adopts band steel or does not adopt band steel, the tight lock connecting hole that described band steel upper end arranges tight lock connecting hole and post is tightly locked with bolt, described band steel lower end arranges tension hole, and described band steel lower end bending 90 degree and described post are in arranging lateral force resistance pull bar side and/or described post opposite side is fixed with self-tapping screw respectively.

The D light Steel Structure that 30. two-way continuous twin beams according to claim arbitrary in claim 1-6 are formed, wherein grade beam adopts identical continuous single-beam to combine by continuous twin beams, described continuous single-beam adopts monolithic girder truss, described monolithic girder truss comprise wind up, lower edge, shearing resistance diagonal brace, describedly to wind up and/or lower edge is L shape shaped steel, described shearing resistance diagonal brace is made up of L shape shaped steel and/or plate shaped shaped steel and/or circular shaped steel.