A new type of steel frame structure

Abstract

The utility model discloses a novel steel frame structure relates to steel structure technical field, including a plurality of steel column components, a plurality of steel beam components and anti-overturning auxiliary structure. Steel column component is divided into two sections along the total height 1 / 2, the web is connected through 10.9 grade high -strength bolt, the flange plate adopts two -level weld seam standard bevel groove weld connection, the top gravity center position fixed Q355B material lug, the column foot plate all around detachable welds the triangle board, steel beam component is by a plurality of section assembly steel beam and is composed, is split into two sections hoisting after on -the -spot assembly along the ridge, is accurately docked through the connecting plate bolt and steel column component, anti-overturning auxiliary structure is the wire rope that arranges symmetrically along steel column web both sides, one end connects the lug, and the other end is fixed in the embedded anchor bolt. The mode of 50t main hoist + 25t auxiliary hoist double -machine lifting steel column, 50t single -machine sectional hoisting steel beam, cooperates anti-overturning measure, effectively solves the problem that large -span, super -high steel structure hoisting is easy to deform, and the risk is high, guarantees construction safety and installation quality, promotes construction efficiency.

Description

Technical Field

[0001] This utility model relates to the field of steel structure technology, specifically to a novel steel frame structure. Background Technology

[0002] When ultra-high steel columns are lifted by a single machine at a single point, the column base is prone to touching the ground and being dragged, which can cause the components to deform and the surface anti-corrosion coating to crack due to dragging and friction.

[0003] When hoisting large-span steel beams as a whole, the large span and high weight make them prone to instability and pose a high safety risk. Utility Model Content

[0004] In response to the aforementioned technical problems, this application solves the issues of component deformation and easy cracking of the surface anti-corrosion coating due to dragging and friction in the prior art.

[0005] To achieve the above objectives, the technical solution adopted in this application is: a novel steel frame structure, comprising multiple column components, multiple steel beam components that are detachably connected to each other, and a matching anti-overturning auxiliary structure;

[0006] Each steel column assembly includes at least two segmented steel columns. The webs of each segmented steel column are connected by high-strength bolts, and their flanges are connected by bevel welding according to the standard of secondary weld seam. The segmented positions of the steel columns are located at 1 / 2 of the total height of the steel column assembly. A lifting lug is fixedly installed at the top center of gravity of the steel column assembly. The lifting lug is fully welded to the steel column assembly by bevel welding according to the standard of secondary weld seam, and the weld height is not less than the thickness of the thinnest connecting member at the connection between the lifting lug and the steel column assembly. Triangular plates are detachably welded around the column base plate of the steel column assembly, and the triangular plates are only installed on the pre-embedded anchor bolts that are matched with the steel column assembly.

[0007] Each steel beam assembly comprises multiple assembled steel beams. After being assembled on the construction site, the multiple assembled steel beams are split into two hoisted steel beams along the steel structure ridge. The horizontal projected length of the two hoisted steel beams is 28.3m, and the actual length is 29m. The steel beams are connected by connecting plate bolts. Each end of the multiple steel beam assemblies has a connecting plate that is aligned with the hole of the connecting plate of the corresponding steel column assembly. The hole on the connecting plate between any two steel beams is aligned with the corresponding hole of the connecting plate of the steel column assembly.

[0008] The anti-overturning auxiliary structure includes a steel wire rope. One end of the steel wire rope is detachably connected to the lifting lug, and the other end is detachably fixed to the pre-embedded anchor bolt. The steel wire rope is symmetrically arranged along both sides of the web of the steel column assembly. The steel wire rope is removed after the tie rod of the adjacent steel column assembly or the hoisting steel beam is connected and fixed to the steel column assembly.

[0009] To better realize this utility model, the cross-sectional specifications of the segmented steel column are further selected from at least one of H(500~800)×350×6×18, H(400~700)×300×6×14, H(600~900)×450×8×20, H400×300×6×14, H(500~800)×400×8×20, H1000×500×10×24, H1200×500×16×24, H1400×500×12×22, and H1000×500×10×22.

[0010] To better realize this utility model, the rated lifting capacity of the lifting lug is 15t, and all welds of the lifting lug are free from defects such as incomplete penetration, porosity, slag inclusion, and undercut.

[0011] To better realize this utility model, the high-strength bolt is grade 10.9, and its preload design value meets the following requirements: when the specification is M16, the preload design value is 100KN; when the specification is M20, the preload design value is 155KN; when the specification is M22, the preload design value is 190KN; when the specification is M24, the preload design value is 290KN; when the specification is M27, the preload design value is 225KN; and when the specification is M30, the preload design value is 355KN.

[0012] To better realize this utility model, the self-weight of each of the two hoisting steel beams is 4.6t, and during the connection process between the hoisting steel beams and the steel column assembly, an aerial work platform is used to assist in tightening the bolts of the connecting plate.

[0013] To better realize this utility model, the welding method between the triangular plate and the column base plate is full welding, and the weld height is not less than the thickness of the triangular plate.

[0014] To better realize this utility model, the length of a single segment of the multi-segment assembled steel beam is selected from at least one of 9.080m, 9.408m, 9.625m, 9.651m, and 9.286m.

[0015] To better realize this utility model, the total height of the steel column assembly is in the range of 24 to 30m, and the self-weight of a single segment of the steel column is no more than 4.6t; the steel structure span corresponding to the steel beam assembly is 38.35m, the horizontal projection length of the whole steel beam is 56.6m, and the self-weight is 9.7t.

[0016] The technical solution provided by this utility model has the following advantages compared with the prior art:

[0017] 1. In this utility model, the steel column is designed in two sections (at 1 / 2 of the total height), with the web plate connected by 10.9 grade high-strength bolts and the flange plate connected by secondary bevel welding; this enables lightweight segmented transportation and high-strength assembly of the steel column; avoids the difficulty of transporting the whole steel column, and at the same time ensures the load-bearing performance after assembly through the synergistic force sharing of bolts and welds; it is compatible with the strength requirements of Q355B steel, improves transportation efficiency, meets the overall stability of the steel column, and has no problem of insufficient assembly strength.

[0018] 2. In this utility model, the steel column adopts a dual-machine lifting mode of 50t main crane + 25t auxiliary crane; realizes the smooth conversion of the steel column from horizontal to vertical; avoids dragging of the column foot when the single machine is lifted, reduces the large swing of the steel column after it leaves the ground; prevents deformation of steel components and cracking of surface anti-corrosion coating, reduces safety risks during hoisting, and the verticality error of the steel column in place is controllable.

[0019] 3. In this utility model, the steel beam is assembled in multiple sections and then split into two sections along the ridge for hoisting, with a single machine lifting from two points; the span (actual length 29m) and self-weight (4.6t) of a single steel beam section are reduced, adapting to the capacity of hoisting equipment; instability problems during hoisting of the entire steel beam are avoided, facilitating precise alignment of the connecting plate holes; the safety of steel beam hoisting is improved, the bending deformation is controlled within the allowable range, and the installation accuracy meets the connection requirements.

[0020] 4. In this utility model, the anti-overturning auxiliary structure (symmetrical steel wire rope + column base plate triangular plate) provides temporary lateral restraint and column base support; resists wind load (stable when wind speed ≤ 10m / s) and installation deviation, and prevents the steel column from tilting and sinking; there is no risk of overturning before the steel structure forms a stable system, the column base bears a uniform load, and deformation caused by insufficient bearing capacity of the anchor bolts is avoided.

[0021] 5. In this utility model, a Q355B lifting lug with a rated lifting capacity of 15t is provided at the center of gravity of the top of the steel column, and it is fixed by full welding of the secondary bevel; the lifting load is accurately transmitted to ensure the lifting posture; the force shift of the steel column during lifting is avoided to ensure vertical lifting; the tilting and overturning of the steel column during the lifting process is eliminated, and the stability and safety of the lifting process are improved. Attached Figure Description

[0022] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0023] Figure 1 This is a schematic diagram of the segmented production of steel components in this utility model;

[0024] Figure 2This is a schematic diagram of the segmented hoisting of steel components in this utility model;

[0025] Figure 3 This is a detailed diagram of the segmented connection of the steel column in this utility model;

[0026] Figure 4 This is a schematic diagram of the steel wire rope fixing method in this utility model;

[0027] Figure 5 This is a schematic diagram of the fixing method for the middle column base plate of this utility model;

[0028] Figure 6 This is a schematic diagram of the steel column along axis E in area B2-B5 of this utility model.

[0029] Explanation of reference numerals in the attached drawings: 100 - First steel column assembly; 101 - First segmented steel column; 102 - Second segmented steel column; 200 - Second steel column assembly; 201 - Third segmented steel column; 202 - Fourth segmented steel column; 300 - First steel beam assembly; 301 - First assembled steel beam; 302 - Second assembled steel beam; 303 - Third assembled steel beam; 400 - Third steel column assembly; 401 - Fifth segmented steel column; 402 - Sixth segmented steel column; 500 - Second steel beam assembly; 501 - Fourth assembled steel beam; 502 - Fifth assembled steel beam; 503 - Sixth assembled steel beam. Detailed Implementation

[0030] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. The components of the embodiments of this application described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0031] Therefore, the following detailed description of the embodiments of this application provided in the accompanying drawings is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of the application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

[0032] It should be noted that similar labels and letters in the following figures indicate similar items. Therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures.

[0033] In the description of this application, it should be noted that the use of terms such as "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer" to indicate orientation or positional relationships is based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationships commonly used when the product is in use. These terms are used solely for the convenience of describing this application 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 this application. Furthermore, the use of terms such as "first" and "second" in the description of this application is only used to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0034] Furthermore, the use of terms such as "horizontal" and "vertical" in the description of this application does not imply that the component is required to be absolutely horizontal or suspended, but rather that it may be slightly tilted. For example, "horizontal" simply means that its direction is more horizontal relative to "vertical," and does not mean that the structure must be completely horizontal, but rather that it may be slightly tilted.

[0035] In the description of this application, it should also be noted that, unless otherwise expressly specified and limited, the terms "set up," "install," "connect," and "link" 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 between two components. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0036] Example 1

[0037] like Figures 1 to 6 As shown, a component assembly structure for hoisting large-span steel structures includes multiple steel column assemblies (including a first steel column assembly 100, a second steel column assembly 200, and a third steel column assembly 400), multiple steel beam assemblies that are detachably connected to each other (including a first steel beam assembly 300 and a second steel beam assembly 500), and a matching anti-overturning auxiliary structure.

[0038] Each steel column assembly includes at least two segmented steel columns (i.e., the first steel column assembly 100 includes a first segmented steel column 101 and a second segmented steel column 102, the second steel column assembly 200 includes a third segmented steel column 201 and a fourth segmented steel column 202, and the third steel column assembly 400 includes a fifth segmented steel column 401 and a sixth segmented steel column 402). The web plates of each segmented steel column are connected by high-strength bolts, and their flange plates are connected by bevel welding according to the standard secondary weld seam. The segmented positions of the steel columns are located at 1 / 2 of the total height of the steel column assembly. A lifting lug is fixedly installed at the top center of gravity of the steel column assembly. The lifting lug is fully welded to the steel column assembly by bevel welding according to the standard secondary weld seam, and the weld height is not less than the thickness of the thinnest connecting part at the connection between the lifting lug and the steel column assembly. Triangular plates are detachably welded around the column base plate of the steel column assembly, and the triangular plates are only installed on the pre-embedded anchor bolts that are matched with the steel column assembly.

[0039] Each steel beam assembly comprises multiple assembled steel beam segments (i.e., the first steel beam assembly 300 includes a first assembled steel beam segment 301, a second assembled steel beam segment 302, and a third assembled steel beam segment 303; the second steel beam assembly 500 includes a fourth assembled steel beam segment 501, a fifth assembled steel beam segment 502, and a sixth assembled steel beam segment 503). After being assembled on-site, the multiple assembled steel beam segments are split into two hoisted steel beam segments along the steel structure ridge. The horizontal projected length of the two hoisted steel beam segments is 28.3m, and the actual length is 29m. The steel beam segments are connected by connecting plate bolts, and each end of the multiple steel beam assemblies is provided with a connecting plate bolt. The plates are respectively aligned with the holes of the connecting plates of the corresponding steel column assembly. The holes of the connecting plates between any two steel beams are aligned with the corresponding holes of the connecting plates of the steel column assembly (that is, the top of the first steel column assembly 100 is bolted to the right end of the first steel beam assembly 300 through a connecting plate, the top of the third steel column assembly 400 is bolted to the left end of the second steel beam assembly 500 through a connecting plate, preferably the holes on the connecting plates between the second assembled steel beam 302 and the third assembled steel beam 303 are aligned with and connected to the holes on the top connecting plate of the second steel column assembly 200).

[0040] The anti-overturning auxiliary structure includes a steel wire rope. One end of the steel wire rope is detachably connected to the lifting lug, and the other end is detachably fixed to the pre-embedded anchor bolt. The steel wire rope is symmetrically arranged along both sides of the web of the steel column assembly. The steel wire rope is removed after the tie rod of the adjacent steel column assembly or the hoisting steel beam is connected and fixed to the steel column assembly.

[0041] like Figures 1 to 6As shown in this embodiment, the cross-sectional specifications of the segmented steel column are selected from at least one of H(500~800)×350×6×18, H(400~700)×300×6×14, H(600~900)×450×8×20, H400×300×6×14, H(500~800)×400×8×20, H1000×500×10×24, H1200×500×16×24, H1400×500×12×22, and H1000×500×10×22.

[0042] like Figures 1 to 6 As shown, in this embodiment, the rated lifting capacity of the lifting lug is 15t, and all welds of the lifting lug are free from defects such as incomplete penetration, porosity, slag inclusion, and undercut.

[0043] like Figures 1 to 6 As shown in this embodiment, the high-strength bolt is grade 10.9, and its preload design value meets the following requirements: when the specification is M16, the preload design value is 100KN; when the specification is M20, the preload design value is 155KN; when the specification is M22, the preload design value is 190KN; when the specification is M24, the preload design value is 290KN; when the specification is M27, the preload design value is 225KN; and when the specification is M30, the preload design value is 355KN.

[0044] like Figures 1 to 6 As shown in this embodiment, the self-weight of each of the two hoisting steel beams is 4.6t, and during the connection process between the hoisting steel beams and the steel column assembly, an aerial work platform is used to assist in tightening the bolts of the connecting plate.

[0045] like Figures 1 to 6 As shown, in this embodiment, the welding method between the triangular plate and the column base plate is full welding, and the weld height is not less than the thickness of the triangular plate.

[0046] like Figures 1 to 6 As shown, in this embodiment, the length of a single segment of the multi-segment assembled steel beam is selected from at least one of 9.080m, 9.408m, 9.625m, 9.651m, and 9.286m.

[0047] like Figures 1 to 6 As shown, in this embodiment, the total height of the steel column assembly ranges from 24 to 30m, and the self-weight of a single segment of the steel column is no more than 4.6t; the steel structure span corresponding to the steel beam assembly is 38.35m, the horizontal projection length of the entire steel beam is 56.6m, and its self-weight is 9.7t.

[0048] This novel steel frame structure, in accordance with the requirements of the "Technical Specification for Safety of Lifting and Hoisting in Building Construction" (JGJ276-2012) and the "Standard for Steel Structure Design" (GB50017-2017), addresses the issues of easy deformation and high risk in the hoisting of large-span (maximum 38.35m) and high-height (24-30m steel columns) steel structures through detailed design of steel components, calculation of hoisting equipment parameters, step-by-step hoisting control, and temporary protection. A detailed analysis follows:

[0049] To address the challenges of transporting large steel components and the resulting imbalance during lifting, the steel components were first segmented and their connections optimized through detailed design to ensure structural stability and equipment compatibility during hoisting.

[0050] The structural design for steel column segmentation and connection is designed for steel columns with a total height of 24-30m (e.g., H1400×500×12×22, total length 30m). The columns are segmented at half the total height (each segment is 15m long and weighs ≤4.6t). During on-site assembly, a composite connection of "high-strength bolts + bevel welding" is used: the web is connected with 10.9 grade high-strength bolts (preload design values ​​meet standards such as M16=100KN and M24=290KN), and the flanges use bevel welding of the secondary weld standard (free from defects such as incomplete penetration, porosity, and slag inclusions). This design not only meets the requirement of "lightweight segmentation" during transportation but also ensures the overall load-bearing capacity of the assembled steel column (meeting the requirements of Q355B steel tensile strength ≥470N / mm² and bending strength design value ≥305N / mm²) through the synergistic force distribution of bolt shear resistance and weld tensile strength.

[0051] The steel beam, with an original span of 38.35m (horizontal projection length of 56.6m and self-weight of 9.7t), was first divided into multiple segments (single segment lengths of 9.080m / 9.408m / 9.625m, etc.) for on-site assembly. Then, it was split into two segments along the roof ridge (each segment with an actual length of 29m, horizontal projection of 28.3m, and self-weight of 4.6t). A "two-point lifting" design was adopted, symmetrically distributing the lifting force points on both sides of the steel beam's center of gravity, preventing bending deformation of a single segment due to its large span. Simultaneously, the weight and length after segmentation were adapted to the lifting capacity of a 50t truck crane (STC500E5) (the lifting performance meets the 6.4t requirement at a radius of 15m, calculated using the formula Q≥(Q1+Q2) / K, where Q1=4.6t for the steel beam, Q2=0.5t for the rigging, and K=0.8).

[0052] The lifting lugs are precisely matched to the center of gravity of the steel column. The top center of gravity of the steel column is fixed with Q355B material lifting lugs (rated lifting capacity 15t), and the lugs are fully welded using a Class II weld standard (the weld height is not less than the thickness of the thinnest connecting piece at the connection between the lifting lug and the steel column). This design ensures that the stress point of the lifting lugs coincides perfectly with the center of gravity of the steel column, maintaining the column's vertical posture during lifting and preventing tilting or overturning due to force deviation. Simultaneously, the strength of the lifting lug material and the quality of the welding can withstand the combined load of the steel column's maximum self-weight (8.5t) plus the weight of the rigging (0.5t).

[0053] To address the issues of "deformation due to ground dragging" and "swaying after lifting" when using a single crane to lift 24-30m high steel columns, a dual-crane lifting mode of "50t main crane + 25t auxiliary crane" is adopted. Through equipment parameter calculation and action coordination, a smooth transition of the steel column from horizontal to vertical is achieved.

[0054] The selection and load matching of hoisting equipment are based on the load requirements for steel column hoisting (maximum calculated load 11.3t, formula Q≥(8.5+0.5) / 0.8=11.25t). A 50t truck crane (STC500E5) is selected as the main hoist: with a radius of 12m, the boom angle is 61.02° and the minimum boom length is 29.06m. The lifting performance table shows that the lifting capacity under this condition is 11.7t, which is greater than 11.3t, meeting the safety redundancy. A 25t truck crane (QY25) is used as the auxiliary hoist: with a radius of 12m, the boom angle is 49.2° and the minimum boom length is 21.12m. The lifting performance table shows that the lifting capacity is 5.1t, which is greater than the self-weight of the segmented steel column of 4.6t, ensuring the safety of auxiliary hoisting.

[0055] The three-step attitude conversion control of the steel column, combined with the hoisting steps illustrated in the "Steel Structure Patent Drawings," involves a dual-machine collaborative process divided into three stages:

[0056] Phase 1: Horizontal lifting off the ground – The 50t main crane wire rope is connected to the lifting lug at the top of the steel column, and the 25t auxiliary crane wire rope is connected to the pre-embedded bolt holes on the column base steel plate at the end of the column. The two cranes lift horizontally in sync, so that the steel column is lifted off the ground as a whole (to avoid the column base touching the ground and dragging when a single crane is lifted, which would cause the anti-corrosion coating to crack or the component to deform).

[0057] Phase 2: Gradually transitioning to vertical – The 50t main crane slowly raises the wire rope upwards, causing the steel column to rotate around the end of the crane lug. Simultaneously, the 25t auxiliary crane slowly lowers the wire rope, guiding the column base to swing smoothly towards the main crane (controlling the swing amplitude to avoid large swaying).

[0058] Phase 3: Auxiliary crane unhooking - When the steel column is completely vertical (center of gravity coincides with the axis of the lifting lug), the 25t auxiliary crane wire rope is removed, and the 50t main crane independently completes the placement of the steel column (placement height 25m, the gap between the crane arm and the steel column is maintained at 0.8m to avoid collision).

[0059] To address the issue of instability during the lifting of large-span steel beams, temporary stabilizing units are constructed to reduce overall installation risks.

[0060] The segmented steel beams, after being disassembled (29m long, 4.6t weight), were lifted at two points using a single 50t truck crane.

[0061] The calculated parameters are: boom radius 15m, boom elevation angle 66.68°, minimum boom length 42.943m. Under this condition, the crane's lifting height meets the requirement of a steel beam ridge installation elevation of 27.3m (the lifting height calculation must include parameters such as the boom hinge center height of 3m and the distance from the hook to the top of the component). Before lifting, the installation elevation and verticality of the corresponding steel column must be checked to ensure that the holes in the steel beam connecting plate are precisely aligned with the holes in the steel column, avoiding forced bolt insertion that could cause stress deformation of the component.

[0062] The "steel column-steel beam" system involves first installing the first steel column assembly 100 and the second steel column assembly 200, securing them with anti-overturning measures. Then, the first steel beam assembly 300 is hoisted and connected to the first steel column assembly 100 and the second steel column assembly 200, forming the smallest stable unit of "two columns and one beam." Subsequently, the third steel column assembly 400 and the second steel beam assembly 500 are installed sequentially, expanding the stable system frame by frame. This principle uses the already stabilized units to provide lateral constraints for subsequent components, preventing individual components from becoming unstable due to lack of support. The bolted connections between the steel beams and steel columns are assisted by an aerial work platform, ensuring immediate stress at the connection points and further enhancing the load-bearing capacity of the stable unit.

[0063] Before the steel structure forms an overall stable system, the safety of the components is ensured by using a dual approach of "lateral restraint + node reinforcement" to resist interference from wind loads, installation errors, and other factors.

[0064] After the lateral restraint steel column with Φ12 steel wire rope is in place, Φ12 steel wire ropes are symmetrically installed along both sides of the column web: one end is detachably connected to the lifting lug at the top of the column, and the other end is fixed to the adjacent pre-embedded anchor bolts on both sides (the bolts are tightened in the gap between the column base plate and the raft slab to prevent slippage). The pre-tension of the steel wire ropes is used to counteract the lateral displacement of the steel column that may be caused by wind load (operation is carried out when the wind speed is ≤10m / s, and it is stopped when the wind speed is ≥15m / s) or installation deviation, so as to avoid the steel column tilting; after the tie rods or steel beams of the adjacent steel columns are connected and fixed, and the overall system forms a stable restraint, the steel wire ropes are removed.

[0065] When the pre-embedded anchor bolts for the steel column are smaller than M45, a 25mm thick triangular plate (material matching the column base plate) is welded around the column base plate for support and reinforcement. One end of the triangular plate is welded to the column base plate, and the other end is attached to the foundation surface. The "stable structural characteristics" of the triangle disperse the load on the column base, preventing column base subsidence or deformation due to insufficient bearing capacity of the anchor bolts. The welding method between the triangular plate and the column base plate is full welding, and the weld height is not less than the thickness of the triangular plate to ensure the bearing capacity of the reinforced joint.

[0066] The above description is merely a preferred embodiment of this application and is not intended to limit this application. For those skilled in the art, this application can have various modifications and variations. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A novel steel frame structure, characterized in that: It includes multiple steel column assemblies, multiple steel beam assemblies that are detachably connected to each other, and supporting anti-overturning auxiliary structures; Each steel column assembly includes at least two segmented steel columns. The webs of each segmented steel column are connected by high-strength bolts, and their flanges are connected by bevel welding according to the standard of secondary weld seam. The segmented positions of the steel columns are located at 1 / 2 of the total height of the steel column assembly. A lifting lug is fixedly installed at the top center of gravity of the steel column assembly. The lifting lug is fully welded to the steel column assembly by bevel welding according to the standard of secondary weld seam, and the weld height is not less than the thickness of the thinnest connecting member at the connection between the lifting lug and the steel column assembly. Triangular plates are detachably welded around the column base plate of the steel column assembly, and the triangular plates are only installed on the pre-embedded anchor bolts that are matched with the steel column assembly. Each steel beam assembly comprises multiple assembled steel beams. After being assembled on the construction site, the multiple assembled steel beams are split into two hoisted steel beams along the steel structure ridge. The horizontal projected length of the two hoisted steel beams is 28.3m, and the actual length is 29m. The steel beams are connected by connecting plate bolts. Each end of the multiple steel beam assemblies has a connecting plate that is aligned with the hole of the connecting plate of the corresponding steel column assembly. The hole on the connecting plate between any two steel beams is aligned with the corresponding hole of the connecting plate of the steel column assembly. The anti-overturning auxiliary structure includes a steel wire rope. One end of the steel wire rope is detachably connected to the lifting lug, and the other end is detachably fixed to the pre-embedded anchor bolt. The steel wire rope is symmetrically arranged along both sides of the web of the steel column assembly. The steel wire rope is removed after the tie rod of the adjacent steel column assembly or the hoisting steel beam is connected and fixed to the steel column assembly.

2. The novel steel frame structure according to claim 1, characterized in that: The cross-sectional specifications of the segmented steel columns are selected from at least one of the following: H(500~800)×350×6×18, H(400~700)×300×6×14, H(600~900)×450×8×20, H400×300×6×14, H(500~800)×400×8×20, H1000×500×10×24, H1200×500×16×24, H1400×500×12×22, and H1000×500×10×22.

3. The novel steel frame structure according to claim 1, characterized in that: The rated lifting capacity of the lifting lug is 15t, and all welds of the lifting lug are free from defects such as incomplete penetration, porosity, slag inclusion, and undercut.

4. The novel steel frame structure according to claim 1, characterized in that: The high-strength bolts are grade 10.9, and their preload design values ​​meet the following requirements: 100KN for M16; 155KN for M20; 190KN for M22; 290KN for M24; 225KN for M27; and 355KN for M30.

5. A novel steel frame structure according to claim 1, characterized in that: The two sections of the hoisting steel beams each have a self-weight of 4.6t. During the connection process between the hoisting steel beams and the steel column assembly, an aerial work platform is used to assist in tightening the bolts of the connecting plates.

6. A novel steel frame structure according to claim 1, characterized in that: The triangular plate and the column base plate are welded together by full welding, and the weld height is not less than the thickness of the triangular plate.

7. A novel steel frame structure according to claim 1, characterized in that: The length of a single segment of the multi-segment assembled steel beam is selected from at least one of 9.080m, 9.408m, 9.625m, 9.651m, and 9.286m.

8. A novel steel frame structure according to claim 1, characterized in that: The total height of the steel column assembly ranges from 24 to 30m, and the self-weight of a single segment of the steel column is no more than 4.6t; the steel structure span corresponding to the steel beam assembly is 38.35m, the horizontal projection length of the entire steel beam is 56.6m, and its self-weight is 9.7t.

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