Maintenance-free steel frame beam and steel floor beam and design method thereof

Abstract

The application relates to the technical field of component design and processing, in particular to a maintenance-free steel frame beam and a steel floor beam and a design method thereof, the maintenance-free steel frame beam comprising an outer plate body, a hanging seat and an H-shaped steel beam; the hanging seat is fixedly arranged at the upper flange of the H-shaped steel beam; the hanging seat is connected with the outer plate body; the outer plate body is a U-shaped section structure and comprises a first side plate, a second side plate and a bottom plate; the top ends of the first side plate and the second side plate are connected with the hanging seat; the first side plate comprises a first side plate concrete layer and a first side plate steel mesh; the second side plate comprises a second side plate concrete layer and a second side plate steel mesh; and the bottom plate comprises a bottom plate concrete and a bottom plate steel mesh. Compared with the prior art, the application has the characteristics of light self weight, high strength, good ductility and excellent anti-seismic performance.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of component design and processing, and particularly relates to a maintenance-free steel frame beam and steel floor beam and a design method thereof. BACKGROUND

[0002] The traditional H-shaped steel frame beam has the advantages of light weight, high strength, excellent anti-seismic performance and convenient construction. However, such components also have the common problem of steel structure components, that is, poor fire resistance and corrosion resistance, which needs to be addressed by applying fireproof paint, fireproof board and other measures. In subsequent maintenance, maintenance costs will be generated, and the economy is poor.

[0003] The traditional cast-in-place reinforced concrete beam and the steel reinforced concrete beam have strong bearing capacity, excellent durability and fire resistance, are easy to obtain materials locally, have low subsequent maintenance cost and good economy. However, such components also have the following disadvantages: 1. The characteristics of great weight will increase the complexity of foundation design; 2. Poor crack resistance, cracks are easy to appear in the use process, affecting the durability and appearance of the structure; 3. Complex construction, which needs to go through many processes such as formwork, binding of steel bars, pouring of concrete and curing, long construction period and great influence of season and weather. SUMMARY

[0004] The present application aims to provide a maintenance-free steel frame beam and steel floor beam and a design method thereof, so as to solve at least one technical problem in the prior art.

[0005] To solve the above technical problems, the present application provides a maintenance-free steel frame beam, which comprises an outer plate body, a hanging seat and an H-shaped steel beam.

[0006] The hanging seat is fixedly arranged at the upper flange of the H-shaped steel beam.

[0007] The hanging seat is connected with the outer plate body.

[0008] Further, the outer plate body is a U-shaped cross-section structure, comprising a first side plate, a second side plate and a bottom plate.

[0009] The top end of the first side plate and the second side plate is connected with the hanging seat.

[0010] Further, the first side plate comprises a first side plate concrete layer and a first side plate steel mesh.

[0011] The second side plate comprises a second side plate concrete layer and a second side plate steel mesh.

[0012] The bottom plate comprises a bottom plate concrete and a bottom plate steel mesh.

[0013] The first side plate steel mesh, the second side plate steel mesh and the bottom plate steel mesh are embedded in the first side plate concrete layer, the second side plate concrete layer and the bottom plate concrete respectively.

[0014] Further, the first side plate, the second side plate and the bottom plate are integrated structures.

[0015] The first side plate concrete layer and the second side plate concrete layer include a factory precast part and a factory cast part.

[0016] The factory precast part is integrally cast with the bottom plate concrete.

[0017] The factory cast part wraps the upper end of the first side plate steel mesh and the second side plate steel mesh.

[0018] The first side plate steel mesh and the second side plate steel mesh are integrally cast with the factory cast part after being connected to the cradle.

[0019] Further, the cradle is an L-shaped structure including a vertical part and a horizontal part.

[0020] The upper end of the vertical part is welded to the lower end surface of the upper flange of the H-shaped steel beam.

[0021] The lower end of the vertical part is integrally connected to one end of the horizontal part.

[0022] The horizontal part is provided with a through hole through which the steel head of the end of the steel mesh passes.

[0023] After the steel head passes through the horizontal part, the lower end surface of the horizontal part abuts against the upper end surface of the factory precast part, and the steel head and the horizontal part are surrounded by welding material.

[0024] Further, the first side plate and the second side plate are provided with an inspection opening, and a fireproof plate is detachably arranged on the inspection opening.

[0025] Further, an air-entraining block is arranged between the outer plate body and the H-shaped steel beam, for enhancing the fire resistance of the precast beam and providing a single-sided formwork for casting the first side plate and the second side plate.

[0026] Further, a stiffening rib is arranged on the H-shaped steel beam, for enhancing the torsional stiffness of the H-shaped steel beam and dividing the air-entraining block into multiple small blocks, facilitating the installation of the air-entraining block.

[0027] The end of the stiffening rib is inserted into the first side plate concrete layer and the second side plate concrete layer and welded to the first side plate steel mesh and the second side plate steel mesh.

[0028] Further, the first side plate and the bottom plate are connected by a first hinge;

[0029] The second side plate and the bottom plate are connected by a second hinge.

[0030] Further, one end of the first hinge is fixedly connected with the first side plate steel mesh, and the other end is fixedly connected with the bottom plate steel mesh;

[0031] One end of the second hinge is fixedly connected with the second side plate steel mesh, and the other end is fixedly connected with the bottom plate steel mesh.

[0032] Further, the first side plate steel mesh is fixedly provided with a first angle steel clamping seat at an end away from the first hinge;

[0033] The second side plate steel mesh is fixedly provided with a second angle steel clamping seat at an end away from the second hinge;

[0034] The first angle steel clamping seat and the second angle steel clamping seat are placed on the hanging seat.

[0035] Further, the first side plate steel mesh is fixedly provided with a first edge sealing plate at an end away from the first hinge;

[0036] The second side plate steel mesh is fixedly provided with a second edge sealing plate at an end away from the second hinge;

[0037] The first edge sealing plate and the second edge sealing plate are L-shaped and are respectively arranged at the outermost ends of the end portions of the first side plate and the second side plate.

[0038] Further, the first edge sealing plate comprises a first edge sealing top plate and a first edge sealing side plate;

[0039] The first edge sealing top plate is arranged to protect the upper edge of the first side plate concrete layer from collision damage or wear during loading and unloading;

[0040] The first edge sealing side plate is exposed to the side of the first side plate concrete layer facing outward;

[0041] The second edge sealing plate comprises a second edge sealing top plate and a second edge sealing side plate;

[0042] The second edge sealing top plate is arranged to protect the upper edge of the second side plate concrete layer from collision damage or wear during loading and unloading;

[0043] The second edge sealing side plate is exposed to the side of the second side plate concrete layer facing outward.

[0044] Further, a rotating needle assembly is further included;

[0045] The rotating needle assembly is symmetrically arranged on the lower end face of the floor slab.

[0046] The rotating needle assembly is in abutment with the first edge sealing side plate or the second edge sealing side plate.

[0047] Further, the rotating needle assembly comprises a sleeve and a needle;

[0048] The top end of the sleeve is fixedly arranged on the lower end face of the floor slab;

[0049] A horizontal track groove is formed in the side wall of the sleeve;

[0050] The rotating shaft protruding from the end of the needle is arranged in the sleeve, and the other end penetrates out of the sleeve from the horizontal track groove;

[0051] The horizontal track groove plays a guiding and limiting role for the horizontal rotation of the needle.

[0052] Further, a sunken groove is arranged at one end of the horizontal track groove close to the I-beam, and the needle is sunken into the sunken groove when it is rotated to point to one side of the I-beam, thereby temporarily limiting the needle.

[0053] Further, an anchor plate is fixedly arranged at the top end of the sleeve;

[0054] An anchor bar is fixedly arranged on the anchor plate;

[0055] The anchor bar is anchored in the floor slab, so that the sleeve is fixedly connected with the floor slab.

[0056] Compared with the prior art, the present application has the following beneficial effects:

[0057] (1) Light self-weight, high strength, good ductility, and excellent anti-seismic performance;

[0058] (2) Compared with traditional steel frame beams, the present application solves the problems of corrosion and fire prevention of components, and has excellent durability and fire resistance, thereby eliminating the need for fireproof paint and corrosion-resistant coating, reducing subsequent maintenance costs, and having good economic efficiency;

[0059] (3) Compared with traditional cast-in-place reinforced concrete beams and steel reinforced concrete beams, the present application adopts a factory prefabrication and on-site assembly mode, reduces the amount of on-site wet work, has fast construction speed, high installation precision, shortens the construction period, and avoids the influence of environment and season on construction progress and construction quality.

[0060] (4) Compared with the assembled partial cladding steel-concrete composite beam (PEC beam), the present application solves the problems of pipeline arrangement and maintenance in the beam body. BRIEF DESCRIPTION OF DRAWINGS

[0061] In order to more clearly illustrate the technical solutions in the specific embodiments of the present application or the prior art, the accompanying drawings needed to be used in the specific embodiments or prior art description will be briefly introduced. Obviously, the accompanying drawings in the following description are some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative effort on the basis of these drawings.

[0062] Figure 1 The planar structure schematic diagram of the maintenance-free steel frame beam disclosed in the present application;

[0063] Figure 2 The planar structure schematic diagram of the outer plate body;

[0064] Figure 3 The planar structure schematic diagram of the connection between the outer plate body and the hanging seat;

[0065] Figure 4 The structure schematic diagram of the manhole;

[0066] Figure 5 The structure schematic diagram of the stiffening rib and the air block of the maintenance-free steel frame beam;

[0067] Figure 6 The sectional view of the maintenance-free steel frame beam in 1-1; Figure 5

[0068] The sectional view of the maintenance-free steel frame beam in 2-2; Figure 7 Figure 5 The planar structure schematic diagram of the maintenance-free steel frame beam before installation with the hinge;

[0069] Figure 8 The partial enlarged view of the maintenance-free steel frame beam in A;

[0070] Figure 9 Figure 8 The planar structure schematic diagram of the maintenance-free steel frame beam after installation with the hinge;

[0071] Figure 10 The planar structure schematic diagram of the rotating needle assembly;

[0072] Figure 11 The structure schematic diagram of the horizontal rail slot;

[0073] Figure 12 The schematic diagram of the needle rotation range;

[0074] Figure 13 The structure schematic diagram of the needle toping the outer plate body from the overhead perspective;

[0075] Figure 14 The structure schematic diagram of the needle toping the outer plate body from the overhead perspective;

[0076] Figure 15 ​​is a sectional view of a steel floor beam;

[0077] Figure 16 is a schematic view of a reinforcement arrangement;

[0078] Figure 17 is a schematic view of a reinforcement welded joint;

[0079] Figure 18 is a schematic view of a calculation;

[0080] Figure 19 is a schematic view of a shear span division of a continuous beam;

[0081] Figure 20 is a schematic view of a square steel tube peripheral concrete;

[0082] Figure 21 is a schematic view of a concrete cover cracking structure;

[0083] Figure 22 is a schematic view of a pullout failure;

[0084] Figure 23 is a schematic view of a shear failure;

[0085] Figure 24 is a schematic view of a minimum stirrup ratio calculation

[0086] Figure 25 is a detailed flowchart of the design method of Example 5.

[0087] Reference Signs:

[0088] 1 - outer plate body; 2 - hanger seat; 3 - H-shaped steel beam; 4 - stud; 5 - floor slab; 6 - first side plate; 7 - second side plate; 8 - bottom plate; 9 - first side plate concrete layer; 10 - first side plate reinforcement mesh; 11 - second side plate concrete layer; 12 - second side plate reinforcement mesh; 13 - bottom plate concrete; 14 - bottom plate reinforcement mesh; 15 - factory prefabricated part; 16 - factory cast part; 17 - vertical part; 18 - horizontal part; 19 - welding material; 20 - access hole; 21 - aerated block; 22 - stiffening rib; 23 - first hinge; 24 - second hinge; 25 - first angle steel clamping seat; 26 - second angle steel clamping seat; 27 - first edge sealing plate; 28 - second edge sealing plate; 29 - first edge sealing top plate; 30 - first edge sealing side plate; 31 - second edge sealing top plate; 32 - second edge sealing side plate; 33 - rotating top pin assembly; 34 - sleeve; 35 - top pin; 36 - horizontal rail groove; 37 - rotating shaft; 38 - sinking groove; 39 - anchor plate; 40 - anchor bar; 41 - fireproof edge sealing layer; 42 - transverse frame vertical reinforcement; 43 - rectangular tube; 44 - reinforcement; 45 - post-cast concrete layer; 46 - rivet. DETAILED DESCRIPTION

[0089] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0090] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0091] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0092] It should also be noted that the specific embodiments or implementation methods described below are a series of optimized settings listed by the present invention to further explain the specific content of the invention, and these settings can be combined or used in conjunction with each other.

[0093] The present invention will be further explained below with reference to specific embodiments.

[0094] Example 1

[0095] like Figure 1 As shown, this embodiment provides a maintenance-free steel frame beam, including an outer plate 1, a hanger 2, and an H-shaped steel beam 3;

[0096] The floor slab 5 is supported by the H-shaped steel beam 3, and the H-shaped steel beam 3 is welded with studs 4 to strengthen the connection between the H-shaped steel beam 3 and the floor slab 5;

[0097] The hanger 2 is fixedly installed at the upper flange of the H-shaped steel beam 3;

[0098] The hanging bracket 2 is connected to the outer plate 1.

[0099] As a further implementation of the embodiment, the outer plate body 1 is of a U-shaped cross-section structure, comprising a first side plate 6, a second side plate 7 and a bottom plate 8;

[0100] The top end of the first side plate 6 and the second side plate 7 is connected with the hanger 2.

[0101] As a further implementation of the embodiment, the first side plate 6 comprises a first side plate concrete layer 9 and a first side plate steel mesh 10;

[0102] The second side plate 7 comprises a second side plate concrete layer 11 and a second side plate steel mesh 12;

[0103] The bottom plate 8 comprises a bottom plate concrete 13 and a bottom plate steel mesh 14;

[0104] The first side plate steel mesh 10, the second side plate steel mesh 12 and the bottom plate steel mesh 14 are respectively embedded in the first side plate concrete layer 9, the second side plate concrete layer 11 and the bottom plate concrete 13.

[0105] The concrete layer in the embodiment has a thickness of 50mm-70mm, and a concrete strength grade of C20-C30. The steel mesh adopts a shaped welded mesh, with a steel rod diameter of 5mm-8mm, and a spacing of the steel rods in the transverse and longitudinal directions not greater than 150mm. The steel mesh of the hanger 2 provides a support, with a limb length not less than 30mm, and a limb tip not protruding the concrete outer cladding, and an angle steel wall thickness satisfying a bearing capacity calculation against the weight of the detachable outer cladding assembly, and not less than 4mm. The angle steel hanger 2 and the weld seam thereof with the steel beam need to satisfy the bearing capacity calculation against the weight of the detachable outer cladding assembly.

[0106] As shown in Figure 2 As a further implementation of the embodiment, the first side plate 6, the second side plate 7 and the bottom plate 8 are of an integrated structure;

[0107] The first side plate concrete layer 9 and the second side plate concrete layer 11 comprise a factory precast part 15 and a factory cast part 16;

[0108] The factory precast part 15 is integrally cast with the bottom plate concrete 13;

[0109] The factory cast part 16 wraps the upper end of the first side plate steel mesh 10 and the second side plate steel mesh 12;

[0110] The first side plate steel mesh 10 and the second side plate steel mesh 12 are connected with the hanger 2, and the factory cast part 16 is cast after that.

[0111] As shown in Figure 3As shown, as a further embodiment of the present embodiment, the hanger 2 is of L-shaped structure, comprising a vertical portion 17 and a horizontal portion 18;

[0112] The upper end of the vertical portion 17 is welded with the lower end face of the upper flange of the H-shaped steel beam 3;

[0113] The lower end of the vertical portion 17 is integrally connected with one end of the horizontal portion 18;

[0114] The horizontal portion 18 is provided with through holes for the steel heads of the ends of the steel mesh to pass through;

[0115] After the steel heads pass through the horizontal portion 18, the lower end face of the horizontal portion 18 abuts against the upper end face of the factory prefabricated portion 15, and the steel heads and the horizontal portion 18 are surrounded by welding material 19.

[0116] As shown, Figure 4 As a further embodiment of the present embodiment, the first side plate 6 and the second side plate 7 are provided with access openings 20, and the access openings 20 are detachably provided with fireproof plates.

[0117] The access opening 20 is rectangular, used for inspecting the internal pipeline, the hole height is not more than 0.6 times the height of the H-shaped steel beam 3, the hole width is not more than the height of the H-shaped steel beam 3, the net distance between the holes along the length direction of the H-shaped steel beam 3 is not less than the hole width, and the height difference between the hole top and the top of the H-shaped steel beam 3 is not less than 0.25 times the height of the H-shaped steel beam 3. The pipeline access opening 20 is closed by the fireproof plate in normal times, and is opened when inspection is needed.

[0118] The present embodiment is divided into two stages in the implementation process, which are steps:

[0119] S1: prefabrication stage;

[0120] S2: construction stage.

[0121] Step S1 is specifically:

[0122] S11: according to the steel spacing and diameter of the steel mesh, the size and spacing of the steel reserved holes of the outer layer angle steel hanger 2 are determined, and the holes are drilled in the angle steel limbs;

[0123] S12: the outer layer angle steel hanger 2 is welded on the bottom face of the upper flange of the H-shaped steel beam 3;

[0124] S13: the prefabricated concrete outer layer plate is processed to form an integral body with the steel mesh.

[0125] Step S2 is specifically:

[0126] S21: complete the steel beam installation;

[0127] S22: install the factory prefabricated part 15, and the bottom of the factory prefabricated part 15 is required to have a gap not less than 1 / 400 of the beam span from the lower flange of the steel beam, the reinforcement heads at both ends of the factory prefabricated part 15 pass through the outer cladding angle steel hanger 2, and a fillet weld is used to surround and weld a circle;

[0128] S23: complete the concrete pouring of the factory pouring part 16.

[0129] By adopting the technical scheme, the application has the following beneficial effects:

[0130] (1) The H-shaped steel beam 3 is fixed at the lower end face of the floor slab 5 through the stud 4 to provide stable support for the overall structure; the hanger 2 is connected with the H-shaped steel beam 3 and the outer plate body 1, and the design of the reinforcement mesh sheet of the hanger 2, the angle steel hanger 2 and the weld between the hanger 2 and the steel beam meets the bearing capacity requirement, so that the connection of each part of the structure is firm, and the stability and safety of the overall structure are enhanced.

[0131] (2) The outer plate body 1 adopts a U-shaped cross-section structure, and part of the structure is prefabricated, so that the concrete outer cladding prefabricated plate and the reinforcement mesh sheet are formed into an integrated body in advance during the prefabrication stage; only the steps of installing the steel beam, installing the factory prefabricated part 15 and pouring the concrete of the factory pouring part 16 need to be completed during the construction stage, so that the workload and complexity of the on-site construction are reduced, the construction period is shortened, and the construction efficiency is improved.

[0132] (3) The thickness and strength grade of the concrete layer, the steel diameter and spacing of the reinforcement mesh sheet and other parameters are clearly specified, and the fixed welding mesh is adopted, which is beneficial to guarantee the quality stability and consistency of the component and reduce the quality problems caused by construction errors.

[0133] (4) The maintenance opening 20 is formed on the first side plate 6 and the second side plate 7, and the fireproof plate is detachably arranged, so that the internal pipeline is convenient to maintain, and the size and position of the maintenance opening 20 are reasonably designed, so that the maintenance requirement is met, the overall performance of the structure is not affected, and the difficulty and cost of the later maintenance are reduced.

[0134] (5) The first side plate 6, the second side plate 7 and the bottom plate 8 of the outer plate body 1 adopt an integrated structure, the factory prefabricated part 15 is integrally poured with the bottom plate concrete 13, and the factory pouring part 16 wraps the upper end of the reinforcement mesh sheet, so that the structure connection is more compact, the overall performance and waterproof performance of the structure are enhanced; the hanger 2 is in an L-shaped structure and is provided with a through hole, so that the reinforcement head at the end of the reinforcement mesh sheet passes through and is welded, so that the connection is more firm and reliable.

[0135] Embodiment 2

[0136] The maintenance-free steel frame beam provided by the embodiment is a further improvement based on the embodiment 1. The same as the embodiment 1, the thickness of the concrete layer is between 50mm and 70mm, and the concrete strength grade is C20-C30. The reinforcement mesh uses a shaped welded mesh, the diameter of the reinforcement is 5mm-8mm, and the spacing of the reinforcement in the horizontal direction and the vertical direction is not greater than 150mm.

[0137] As shown in Figure 5 As a further implementation of the embodiment, the outer plate body 1 and the H-shaped steel beam 3 are further provided with aerated blocks 21 for enhancing the fire resistance of the prefabricated beam and providing a one-sided formwork for the pouring of the first side plate 6 and the second side plate 7.

[0138] The aerated blocks 21 in the embodiment are arranged on both sides of the web of the H-shaped steel beam 3, effectively enhancing the fire resistance of the steel beam and providing a one-sided formwork for the manufacture of the concrete outer layer.

[0139] As shown in Figures 5-7 As a further implementation of the embodiment, the H-shaped steel beam 3 is provided with stiffening ribs 22 for enhancing the torsional stiffness of the H-shaped steel beam 3 and separating the aerated blocks 21 into multiple small blocks to facilitate the installation of the aerated blocks 21.

[0140] The end of the stiffening rib 22 is inserted into the first side plate concrete layer 9 and the second side plate concrete layer 11 and welded with the first side plate reinforcement mesh 10 and the second side plate reinforcement mesh 12.

[0141] The stiffening rib 22 can enhance the torsional stiffness of the H-shaped steel beam 3 and be used to fix the reinforcement mesh, and the thickness of the stiffening rib 22 is equal to the web of the H-shaped steel beam 3, and the spacing of the stiffening rib 22 is a multiple of the spacing of the reinforcement between 200mm and 400mm.

[0142] As a further implementation of the embodiment, the H-shaped steel beam 3 is welded with horizontal support ribs 42 at the lower end.

[0143] The bottom plate reinforcement mesh 14 is welded with the horizontal support rib 42 away from the H-shaped steel beam 3.

[0144] The horizontal support rib 42 is used to support the bottom plate reinforcement mesh 14, and the diameter is 8-12mm and the spacing is between 300mm and 400mm.

[0145] The above-mentioned parts of the embodiment can be fully processed and produced in the factory, including the following steps:

[0146] T1: Welding the stiffening rib 22 at the designed spacing on both sides of the H-shaped steel beam 3;

[0147] T2: Welding the horizontal support rib 42 at the lower flange bottom surface of the H-shaped steel beam 3;

[0148] T3: filling aerated blocks 21 in the two side grids formed by the steel beam web, flange and stiffening rib 22;

[0149] T4: welding the steel mesh at the intersection with the stiffening rib 22, and the steel mesh bottom is tightly attached to the transverse vertical steel bar;

[0150] T5: supporting the formwork and pouring the concrete outer layer.

[0151] The technical scheme has the following beneficial effects:

[0152] (1) The aerated blocks 21 are arranged on both sides of the H-shaped steel beam 3 web, which effectively enhances the overall fire resistance of the prefabricated beam, provides protection for the safety of the structure under extreme conditions such as fire, and prolongs the durability of the structure in a high-temperature environment.

[0153] (2) The aerated blocks 21 not only play a role in fire resistance, but also provide a single-sided formwork for the pouring of the first side plate 6 and the second side plate 7, reducing the amount of formwork used and the installation process, and reducing construction costs and difficulty; at the same time, the stiffening rib 22 separates the aerated blocks 21 into multiple small blocks, facilitating the installation of the aerated blocks 21 and improving construction efficiency.

[0154] (3) The stiffening rib 22 arranged on the H-shaped steel beam 3 enhances the torsional stiffness of the steel beam, making the structure more stable when subjected to complex loads such as torque; the end of the stiffening rib 22 is inserted into the concrete layer and welded with the steel mesh, and the bottom steel mesh 14 is welded with the transverse vertical steel bar 42, enhancing the connection strength between the steel mesh and the steel beam, and improving the integrity and stability of the entire prefabricated beam structure.

[0155] Example 3

[0156] The maintenance-free steel frame beam provided in this embodiment is a further improvement based on Example 1. As in Example 1, the concrete layer thickness is between 50mm-70mm, and the concrete strength grade is C20-C30. The steel mesh uses a shaped welded mesh, with a steel bar diameter of 5mm-8mm, and the horizontal and vertical spacing of the steel bars is not greater than 150mm.

[0157] As shown in Figures 8-10 as a further embodiment of this embodiment, the first side plate 6 and the bottom plate 8 are connected by a first hinge 23;

[0158] the second side plate 7 and the bottom plate 8 are connected by a second hinge 24.

[0159] As a further embodiment of this embodiment, one end of the first hinge 23 is fixedly connected to the first side plate steel mesh 10, and the other end is fixedly connected to the bottom plate steel mesh 14;

[0160] The second hinge 24 is fixedly connected to the second side plate reinforcement mesh 12 at one end and to the bottom plate reinforcement mesh 14 at the other end.

[0161] As a further embodiment of the present embodiment, the first side plate reinforcement mesh 10 is fixedly provided with a first angle steel clamping seat 25 at one end away from the first hinge 23;

[0162] The second side plate reinforcement mesh 12 is fixedly provided with a second angle steel clamping seat 26 at one end away from the second hinge 24;

[0163] The first angle steel clamping seat 25 and the second angle steel clamping seat 26 are placed on the hanging seat 2.

[0164] As a further embodiment of the present embodiment, the first side plate reinforcement mesh 10 is fixedly provided with a first edge sealing plate 27 at one end away from the first hinge 23;

[0165] The second side plate reinforcement mesh 12 is fixedly provided with a second edge sealing plate 28 at one end away from the second hinge 24;

[0166] The first edge sealing plate 27 and the second edge sealing plate 28 are L-shaped and are respectively arranged at the outermost end of the end of the first side plate 6 and the second side plate 7.

[0167] The first edge sealing plate 27 and the second edge sealing plate 28 serve to protect the outer edge concrete of the cladding side plate from collision damage or wear during loading and unloading, and prevent the rotating dowel 35 from directly contacting the cladding side plate concrete, causing local damage and dust falling of the concrete. The thickness of the first edge sealing plate 27 and the second edge sealing plate 28 is 2mm-6mm.

[0168] As a further embodiment of the present embodiment, the first edge sealing plate 27 comprises a first edge sealing top plate 29 and a first edge sealing side plate 30;

[0169] The first edge sealing top plate 29 is arranged to protect the upper edge of the first side plate concrete layer 9 from collision damage or wear during loading and unloading;

[0170] The first edge sealing side plate 30 is exposed to the side of the first side plate concrete layer 9 facing outward;

[0171] The second edge sealing plate 28 comprises a second edge sealing top plate 31 and a second edge sealing side plate 32;

[0172] The second edge sealing top plate 31 is arranged to protect the upper edge of the second side plate concrete layer 11 from collision damage or wear during loading and unloading;

[0173] The second edge sealing side plate 32 is exposed to the side of the second side plate concrete layer 11 facing outward.

[0174] The first edge side plate 30 and the second edge side plate 32 are used to avoid the outer cladding edge plate from being separated from the concrete, and to protect the concrete layer from being damaged or worn out when the top pin 35 abuts against it. The first edge side plate 30 and the second edge side plate 32 are fixed on the concrete layer by a steel bar segment with a diameter of 5-8 mm as a fixing member, and the length and width of the first edge side plate 30 and the second edge side plate 32 are not less than 0.5 times the thickness.

[0175] As shown in Figures 11-14 the further embodiment of the present embodiment, a rotating top pin assembly 33 is further included;

[0176] The rotating top pin assembly 33 is symmetrically arranged on the lower end surface of the floor 5;

[0177] The rotating top pin assembly 33 abuts against the first edge side plate 30 or the second edge side plate 32.

[0178] As the further embodiment of the present embodiment, the rotating top pin assembly 33 includes a sleeve 34 and a top pin 35;

[0179] The sleeve 34 is fixedly arranged on the lower end surface of the floor 5;

[0180] A horizontal track groove 36 is formed on the side wall of the sleeve 34;

[0181] The rotating shaft 37 protruding from the end of the top pin 35 is arranged in the sleeve 34, and the other end penetrates the sleeve 34 from the horizontal track groove 36;

[0182] The horizontal track groove 36 guides and limits the horizontal rotation of the top pin 35.

[0183] As the further embodiment of the present embodiment, the horizontal track groove 36 is provided with a sunken groove 38 near one end of the I-beam, and the top pin 35 is sunken into the sunken groove 38 when it rotates to point to one side of the I-beam, which temporarily limits the top pin 35.

[0184] The rotation range of the needle 35 in the horizontal guide rail is 0-90 degrees, wherein the 0-degree direction is perpendicular to the outer cladding side plate direction, and the 90-degree direction is parallel to the outer cladding side plate direction. The horizontal rail is bent downward at the 0-degree position, and when the needle 35 is rotated to this position, it will fall into the sunken groove 38 of the rail and no longer rotate. Preferably, the depth of the sunken groove 38 is not less than 0.75 times the diameter of the needle 35. The diameter of the needle 35 is 4-10 mm, the diameter of the rotating shaft 37 is not less than 1.2 times the diameter of the rotating needle 35, the sleeve wall thickness is not less than 0.2 times the diameter of the rotating shaft 37, and is not less than 1 mm. The width of the horizontal rail is 1-2 mm larger than the diameter of the needle 35.

[0185] As a further embodiment of the present embodiment, the sleeve 34 is fixedly provided with an anchor plate 39 at the top end;

[0186] The anchor plate 39 is fixedly provided with an anchor bar 40;

[0187] The anchor bar 40 is anchored in the floor 5, so that the sleeve 34 is fixedly connected with the floor 5.

[0188] The anchor plate 39 is selected from a square plate or a circular plate, and the plate thickness is not less than 4 mm. The side length or diameter of the anchor plate 39 is 50 mm larger than the outer diameter of the sleeve 34, and the sleeve 34 is centrally welded to the anchor plate 39. When the needle 35 generates a supporting force on the outer cladding side plate, the anchor bar 40 mainly bears shear force, and the anchor bar 40 is selected from C6-C10, and the anchoring length is not less than 0.5 times the thickness of the anchor plate 39. The rotating needle assembly 33 is uniformly arranged along the length direction of the beam on both sides of the steel beam, and the distance between the needles 35 is not greater than 500 mm.

[0189] As a further embodiment of the present embodiment, after the outer plate body 1 is installed on the hanging seat 2, the exposed parts of the first hinge 23 and the second hinge 24 are sealed by a fireproof material to form a fireproof sealing layer 41.

[0190] The specific implementation process of the present embodiment includes the following steps:

[0191] X1: factory prefabrication stage;

[0192] X2: on-site installation stage.

[0193] As a further embodiment of the present embodiment, the step X1 is specifically:

[0194] X11: prefabricating the outer plate body 1;

[0195] X12: prefabricating the H-shaped steel beam 3;

[0196] X13: prefabricating the rotating needle assembly 33.

[0197] As a further implementation of the embodiment, the step X11 is specifically:

[0198] X111: welding the fixing member on the outer cladding edge plate;

[0199] X112: welding the outer cladding angle steel holder on the steel mesh;

[0200] X113: welding one end of the steel mesh on the outer cladding edge plate and welding the other end on the stainless steel hinge;

[0201] X114: welding the steel mesh 14 of the outer cladding bottom plate on the stainless steel hinge;

[0202] X115: making a concrete mold box according to the size of the outer cladding side plate and the outer cladding bottom plate 8;

[0203] X116: placing the connection body of the edge plate, steel mesh and stainless steel hinge into the mold box and pouring concrete.

[0204] As a further implementation of the embodiment, the step X12 is specifically:

[0205] X121: welding the stud 4 on the top surface of the H-shaped steel beam 3 flange;

[0206] X122: welding the angle steel hanger 2 on the bottom surface of the H-shaped steel beam 3 flange.

[0207] As a further implementation of the embodiment, the step X13 is specifically:

[0208] X131: integrally forming the top pin 35, the rotating shaft 37 and the rotating shaft 37 sleeve 34 with the rotating top pin 35 track;

[0209] X132: welding the anchor bar 40 on the anchor plate 39;

[0210] X133: welding the sleeve 34 and the anchor plate 39.

[0211] As a further implementation of the embodiment, the step X2 is specifically:

[0212] X21: completing the assembly of the prefabricated steel beam assembly and the frame column;

[0213] X22: positioning and placing the rotating top pin assembly 33 during the formwork setting and steel bar binding of the floor slab 5, pouring the floor slab 5, and after the completion of the main structure construction, installing the detachable outer cladding assembly;

[0214] X23: pushing the top pin 35 to 90 degrees;

[0215] X24: hanging the two first side plates 6 and second side plates 7 of the outer plate body 1 on the hanger 2.

[0216] X25: dial the ejector pin 35 to the 0 degree direction, the ejector pin 35 falls into the sunken groove 38 at this time, and the needle head contacts the edge plate of the outer cladding side plate;

[0217] X26: the position where the first side plate 6, the second side plate 7 and the bottom plate 8 meet is sealed with fireproof paint, and the installation work is completed.

[0218] The technical scheme has the following beneficial effects:

[0219] (1) The first side plate 6 and the bottom plate 8, and the second side plate 7 and the bottom plate 8 are connected through the hinge, which makes the installation and disassembly of the outer plate body 1 more convenient and flexible, reduces the installation difficulty and time cost, and improves the construction efficiency.

[0220] (2) The hinge is fixedly connected with the side plate and the bottom plate steel mesh 14, the angle steel clamping seat is placed on the hanging seat 2, and various connection modes are combined, so that the connection strength between the parts of the outer plate body 1 and between the outer plate body 1 and the hanging seat 2 is enhanced, and the overall stability and safety of the structure are ensured.

[0221] (3) The setting of the L-shaped edge plate effectively protects the upper edge concrete of the outer cladding side plate from being damaged or worn during installation and disassembly, prevents the rotating ejector pin 35 from directly contacting the concrete to cause local damage and dust falling, prolongs the service life of the concrete structure, and reduces the later maintenance cost.

[0222] (4) The rotating ejector pin assembly 33 is designed through the sleeve 34, the ejector pin 35, the horizontal rail groove 36 and the sunken groove 38, so as to realize the horizontal rotation and temporary limiting function of the ejector pin 35. The ejector pin 35 can rotate within the range of 0-90 degrees, and the sunken groove 38 temporarily fixes the ejector pin 35, which facilitates the installation and positioning of the outer plate body 1 and improves the precision and convenience of construction.

[0223] (5) The sleeve 34 is fixedly connected with the floor 5 through the anchor plate 39 and the anchor bar 40, the size of the anchor plate 39 and the anchor bar 40 is reasonably designed, can bear the supporting force of the ejector pin 35 on the outer cladding side plate, ensures the stable connection between the rotating ejector pin assembly 33 and the floor 5, and provides reliable support for the whole structure.

[0224] (6) After the installation of the outer plate body 1, the exposed part of the hinge is sealed to form a fireproof sealing layer 41, which enhances the fireproof performance of the prefabricated beam and improves the safety of the structure in emergency situations such as fire, so as to gain more time for personnel evacuation and property protection.

[0225] Example 4

[0226] As Figure 15As shown, this embodiment provides a steel floor beam, including a rectangular tube 43;

[0227] The rectangular tube 43 has a reinforcing bar 44 on its side wall;

[0228] The rectangular tube 43 is encased in the post-cast concrete layer 45;

[0229] The post-cast concrete layer 45 is located below the floor slab and conceals the rectangular tube 43.

[0230] As a further embodiment of this example, the reinforcing bar 44 is disposed on one or more side walls of the rectangular tube 43.

[0231] Optionally, rivets 46 are provided on the outer side wall of the rectangular tube 43 where no reinforcing bars 44 are provided, for anchoring to the post-poured concrete layer 45.

[0232] The steel floor beam disclosed in this embodiment can be an independent structure. The rectangular tube 43 can be filled with concrete or other materials as needed, and can also be used to realize the function of a micro-pipe gallery. If necessary, a pipe inspection port can be opened under the steel beam for inspection. Alternatively, the outer plate body described in embodiments 1-3 can be sleeved inside the rectangular tube 43.

[0233] In this embodiment, the concrete strength is preferably C30. The concrete is anchored to the post-poured concrete layer 45 by rivets 46 and works in coordination with the post-poured concrete layer 45 by steel bars 44. It is necessary to control the spacing of the steel bars 44 and avoid the concrete from failing first. The calculation method should meet the calculation requirements.

[0234] By adopting the above technical solution, the present invention has the following beneficial effects:

[0235] (1) The rectangular tube 43 is provided with steel bars 44 on its side wall, and can be arranged on multiple sides, which can enhance the cooperative working ability with the post-cast concrete layer 45 and make the overall structure more stable; the outer side wall without steel bars 44 is anchored to the post-cast concrete layer 45 with rivets 46, which further improves the reliability of the connection.

[0236] (2) The post-cast concrete layer 45 is set below the floor slab and hides the rectangular tube 43, making the building appearance neater and more beautiful. At the same time, it protects the rectangular tube 43, reduces the erosion and damage of external factors, and extends its service life.

[0237] Example 5

[0238] like Figure 25 As shown in the figure, this embodiment provides a method for calculating the spacing between steel bars and the thickness of concrete in Embodiment 4. The specific calculation method is as follows.

[0239] I. Calculation method for rebar spacing.

[0240] Steel bars are HRB400 steel bars, the diameter of steel bars is 10 mm, double-sided fillet weld is used for welding, and welding is performed along the full length of the steel beam (assuming that an arc guide plate is used); the floor is made of C30 concrete, the box beam is made of Q355 steel material, and the welding rod is made of E50. The steel box beam and steel bar arrangement are shown in Figure 16

[0241] 1. Steel bar weld size

[0242] According to Article 4.5.12 of JGJ 18-2012 “Steel Welding and Acceptance Regulations”, when steel bars are lap welded with steel plates, the welding joint (as shown in Figure 17 ) should meet the following provisions:

[0243] 1) The lap length of HPB 300 steel bars should not be less than 4 times the diameter of the steel bars, and the lap length of other steel bars should not be less than 5 times the diameter of the steel bars;

[0244] 2) The weld width should not be less than 60% of the diameter of the steel bars, and the effective thickness of the weld should not be less than 35% of the diameter of the steel bars.

[0245] As shown in Figure 17 , the meanings of the symbols in the figure are: d-steel bar diameter; l-lap length; b-weld width; S-weld effective thickness.

[0246] According to the above requirements, as shown in Figure 18 , the weld width b is 60% of the diameter of the steel bars, which is 6 mm; according to the Pythagorean theorem, c=3.3 mm, and the weld thickness s=4.5 mm>35% of the diameter of the steel bars=3.5 mm. The height of the weld leg on one side of the steel plate h=d / 2+c=8.3 mm.

[0247] The bearing capacity N of a single fillet weld is:

[0248]

[0249] Where: β - the strength design value increase coefficient of the front fillet weld, β=1.22 for structures bearing static loads and indirectly bearing dynamic loads;

[0250] f wf is the strength design value of the fillet weld;

[0251] h e is the calculated thickness (mm) of the right-angle fillet weld;

[0252] l w is the calculated length of the fillet weld.

[0253] 2. Concrete bearing capacity ​

[0254] When concrete is under localized load, the calculation is based on Clause 6.6.1 of GB / T50010-2011 "Standard for Design of Concrete Structures". The localized load F of the concrete is... L :

[0255]

[0256] Where: β c This is the influence coefficient on concrete strength, which is 1.0 here;

[0257] β l The strength enhancement factor for concrete under localized compression is 1.73, which can be obtained from clause 6.6.2.

[0258] f c The design value for the axial compressive strength of concrete is 14.3 N / mm² for C30.

[0259] A ln This represents the net area of ​​the concrete under localized pressure.

[0260] 3. Spacing arrangement

[0261] Article 12.2.3 of JGJ 138-2016 "Code for Design of Composite Structures" stipulates that the shear connectors installed between the fully shear-connected concrete flange and the steel beam of the composite beam shall comply with the following formula:

[0262]

[0263] In the formula: n is the number of shear connections in a shear span zone of a fully shear-connected composite beam.

[0264] The longitudinal shear capacity of a shear connector is calculated as the smaller of the steel reinforcement and concrete bearing capacities.

[0265] V s The calculation process for the longitudinal shear force at the interface between the steel beam and the concrete flange in each shear span section is as follows:

[0266] like Figure 19 As shown, the longitudinal shear force at the interface between the steel beam and the concrete flange should be calculated by dividing the area into several shear span zones, with the point of maximum absolute value of bending moment and the support as the boundary. The longitudinal shear force in each shear span zone should be calculated according to the following formula.

[0267] 1) The section from the point of maximum positive bending moment to the edge support, i.e., the m1 section:

[0268] V s = min{A a f a , f c b eh c1}

[0269] 2 The segment from the maximum positive bending moment point to the mid-support (the maximum negative bending moment point), i.e. the m2 and m3 segments:

[0270] V s = min{A a f a , f c b e h c1}+ A ' s f y

[0271] Wherein: A a is the sectional area of the steel beam;

[0272] f a is the compressive and tensile strength design value of the steel beam, which is 305 N / mm2here;

[0273] f c is the axial compressive strength design value of the concrete, which is 14.3 N / mm2for C30;

[0274] h c1 is the thickness of the concrete slab, not considering the height of the support plate and the profiled steel plate rib, which is 40 mm here;

[0275] A ’ s is the sectional area of the longitudinal steel within the effective width range of the concrete slab in the negative bending moment zone;

[0276] f y is the tensile strength design value of the steel, which is 360 N / mm2here;

[0277] b e is the effective width of the concrete slab of the composite beam, and its calculation formula is as follows:

[0278] b e =b0+b1+b2

[0279] Wherein: b0is the width of the top of the support plate, which should be calculated according to the angle α = 45 degrees when the angle α of the support plate is less than 45 degrees; when there is no support plate, the width of the upper flange of the steel beam is taken;

[0280] b1and b2are the calculated widths of the slab on the outer side and the inner side of the beam, each taking 1 / 6 of the equivalent span l e of the beam; b1should not exceed the actual overhanging width Sl of the slab; b2should not exceed 1 / 2 of the net distance S o between the upper flanges of the adjacent steel beams or the support plates;

[0281] le For equivalent span, for simply supported composite beam, take the span of simply supported composite beam l; for continuous composite beam, take 0.6l for the middle span positive moment zone, take 0.8l for the side span positive moment zone, and take 0.2 times the sum of the span of the adjacent two spans for the support negative moment zone.

[0282] After calculating the equivalent span according to the actual situation, the above formula is calculated, and the calculation result of the reinforcement spacing can be obtained.

[0283] II. Design method of concrete thickness

[0284] 1. Concrete instability failure

[0285] Instability is prone to occur when the thickness of the peripheral concrete is thin. The concrete instability failure is mainly aimed at the case where the steel pipe section is square, as shown in FIG. 1. Figure 20

[0286] When the effect of the stirrup is ignored, the peripheral concrete of the steel pipe can be simplified as a rectangular thin plate with a height of H, a width of D, a thickness of C, and three simply supported edges and one free edge. The elastic-plastic critical stress of the concrete instability is:

[0287]

[0288] Wherein: C is the thickness of the concrete, mm;

[0289] D is the width of the steel pipe, mm;

[0290] K is the stability coefficient of the plate. When the boundary of the plate is two fixed supports, one simply supported and one free, k = 3.65 + 2.83 (D / H) 2;

[0291] H is the height of the plate, mm;

[0292] Ec is the elastic modulus of the concrete, 30000 MPa;

[0293] V is the Poisson's ratio of the concrete, taking 0.2;

[0294] η is the elastic-plastic buckling coefficient, η = Et / Ec;

[0295] Et is the tangent modulus of the concrete. According to the elastic buckling theory, considering the elastic-plasticity of the concrete, the tangent modulus of the concrete is taken as 7 MPa.

[0296] In order to ensure that the concrete does not occur instability before reaching the ultimate compressive strength, the critical stress σ cr should be greater than the axial compressive strength of the concrete f c = 14.3 MPa, when they are equal, the ratio of the critical cover thickness to the diameter of the steel pipe can be obtained:

[0297] ​

[0298] 2. Concrete cracking failure

[0299] As shown in Figure 21 , concrete cover is easy to crack when it is thin, which affects the combination between steel and concrete. The critical value of concrete cover can be obtained from the perspective of concrete cracking. The calculation assumes that the effect of stirrups is ignored before cracking; the interaction between steel pipe and concrete is uniformly distributed. For square steel pipe, it is assumed that the concrete cracks along the 45° direction of the square steel pipe edge. The cracking of concrete cover can be divided into two failure modes of pullout and shearout, which will be considered respectively.

[0300] 2.1 Pullout failure

[0301] As shown in Figure 22 , static equilibrium can be obtained:

[0302]

[0303] In the formula, φ is the stress non-uniformity coefficient; q is the extrusion stress between concrete and steel pipe; f t is the tensile strength of concrete; D is the diameter or width of steel pipe; C is the thickness of concrete cover. When q > τ hf , therefore, when the extrusion stress q between concrete and steel pipe takes the local maximum bond stress τ hf , C has a critical value:

[0304]

[0305]

[0306]

[0307] In the formula, f c ’ is the compressive strength of cylinder. The above can obtain the critical cover thickness of pullout failure:

[0308]

[0309] 2.2 Shearout failure

[0310] The shearout failure schematic diagram is shown in Figure 23 .

[0311] From static equilibrium, we can get

[0312]

[0313] In the formula, fτ is the shear strength of concrete. When the extrusion stress q between concrete and steel pipe takes the local maximum bond stress τ

[0314]

[0315]

[0316] In summary, the critical protection layer thickness of shear failure can be obtained as follows:

[0317]

[0318] 3. Minimum stirrup ratio

[0319] In summary, the critical protection layer thickness of shear failure can be obtained as follows: cr1 , tensile failure C cr2 and shear failure C cr3 , the greater value of the three is taken as the critical concrete protection layer thickness. After the cracking of concrete, if sufficient stirrups are configured to effectively prevent the spalling of concrete, the cracking of concrete is shown in the following figure, one is the 45-degree direction along the edge of the steel cracking, and the other way is the outward cracking along the surface of the steel. According to the force balance condition, the stirrup ratio can be obtained as follows:

[0320]

[0321]

[0322] In the formula, n is the number of limbs of the stirrup; A sv is the cross-sectional area of the stirrup; B is the cross-sectional width; s is the stirrup spacing; f yv is the yield strength of the stirrup; f t is the tensile strength of the concrete; and C is the thickness of the concrete. The minimum stirrup ratio requirement is shown as follows. Figure 24

[0323] Finally, it should be noted that: the above examples are only used to illustrate the technical solutions of the present application, but not to limit it; although the present application has been described in detail with reference to the foregoing examples, those skilled in the art should understand that: it can still modify the technical solutions recorded in the foregoing examples, or make equivalent replacement for part or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present application.​

Claims

1. A maintenance-free steel framed beam, characterized by, The utility model relates to a kind of prefabricated floor, including outer plate body, hanging seat and H-shaped steel beam;The hanging seat is fixedly arranged at the upper flange of the H-shaped steel beam;The hanging seat is connected with the outer plate body;The outer plate body is U-shaped section structure, including first side plate, second side plate and bottom plate;The top of the first side plate and the second side plate is connected with the hanging seat;The first side plate includes first side plate concrete layer and first side plate steel mesh; The second side plate includes second side plate concrete layer and second side plate steel mesh;The bottom plate includes bottom plate concrete and bottom plate steel mesh;The first side plate steel mesh, the second side plate steel mesh and the bottom plate steel mesh are respectively embedded in the first side plate concrete layer, second side plate concrete layer and bottom plate concrete;The first side plate and the bottom plate are connected by first hinge rotation;The second side plate and the bottom plate are connected by second hinge rotation;The first hinge one end is fixedly connected with the first side plate steel mesh, and the other end is fixedly connected with the bottom plate steel mesh;The second hinge one end is fixedly connected with the second side plate steel mesh, and the other end is fixedly connected with the bottom plate steel mesh;The first side plate steel mesh is fixedly provided with first angle steel clamping seat at the end away from the first hinge;The second side plate steel mesh is fixedly provided with second angle steel clamping seat at the end away from the second hinge;The first angle steel clamping seat and the second angle steel clamping seat are placed on the hanging seat; The first side plate steel mesh is fixedly provided with first edge sealing plate at the end away from the first hinge;The second side plate steel mesh is fixedly provided with second edge sealing plate at the end away from the second hinge;The first edge sealing plate and the second edge sealing plate are L-shaped, and are respectively arranged at the outermost end of the end of the first side plate and the second side plate;The first edge sealing plate includes first edge sealing top plate and first edge sealing side plate;The first edge sealing top plate is arranged to protect the upper edge of the first side plate concrete layer from collision damage or wear during loading and unloading;The first edge sealing side plate is exposed to the side of the first side plate concrete layer outward; The second edge sealing plate includes second edge sealing top plate and second edge sealing side plate;The second edge sealing top plate is arranged to protect the upper edge of the second side plate concrete layer from collision damage or wear during loading and unloading;The second edge sealing side plate is exposed to the side of the second side plate concrete layer outward; It also includes rotating thimble assembly;The rotating thimble assembly is symmetrically provided with multiple on the lower end face of floor slab;The rotating thimble assembly is in contact with the first edge sealing side plate or the second edge sealing side plate;The rotating thimble assembly includes sleeve and thimble;The sleeve top end is fixedly arranged on the lower end face of floor slab;Horizontal track groove is opened on the sleeve lateral wall;The thimble end protruding rotating shaft is arranged in the sleeve, and the other end passes out the sleeve from the horizontal track groove;The horizontal track groove guides and limits the horizontal rotation of the thimble.

2. The maintenance-free steel framed beam according to claim 1, characterized in that, The horizontal track groove is provided with sinking groove close to one end of the H-shaped steel beam, and the thimble is sunk into the sinking groove when it rotates to point to one side of the H-shaped steel beam, which temporarily limits the thimble.

3. The maintenance-free steel framed beam according to claim 1, wherein, The sleeve top end is fixedly provided with an anchor plate; The anchor plate is fixedly provided with an anchor bar; The anchor bar is anchored in the floor slab, so that the sleeve is fixedly connected with the floor slab.

Images