CN214461175U - Large-span special-shaped steel structure building - Google Patents

Abstract

The utility model discloses a large-span special-shaped steel structure building, which comprises a steel frame-shear wall structure system with an upward inclined batter post, wherein the inclination angle of the batter post and the vertical direction is 18.1-53.28 degrees; the structural system of the unidirectional steel-concrete composite beam has a girder span of 29-34 m; the steel frame-shear wall structure system with the cantilever structure is characterized in that the cantilever length of the cantilever structure is 5-8 m; the steel frame-shear wall structure system with the overhanging awning is characterized in that the overhanging length of the overhanging awning is 8-16 m. According to the large-span special-shaped steel structure building, the steel rib columns and the steel rib beams are arranged on the shear wall, so that the capability of the shear wall structure for resisting the ultra-large horizontal force is enhanced; the connection between the shear wall and the post-cast steel bar truss floor bearing plate is enhanced by reserving the beard bars at the connection periphery of the shear wall and the post-cast steel bar truss floor bearing plate; through having seted up the grout hole on basic bracket to the grout in the middle of making basic bracket is closely knit, and then makes basic bracket support firm.

Description

Large-span special-shaped steel structure building

Technical Field

The utility model relates to a building field especially relates to a large-span dysmorphism steel construction building.

Background

The steel structure is used as a green building and an energy-saving building, has the advantages that the steel structure is beneficial to industrial and industrialized production, the construction period is short, and the benefit of capital investment and the civilization of a construction site can be effectively improved. The steel structure has the characteristics of light weight and small volume, is favorable for improving the space utilization rate of a building and has good seismic performance due to large ductility of the steel structure by analyzing the material performance. The special-shaped steel structure building has the advantages of being in line with the steel structure building, and meeting the requirements of people on building shape, attractiveness and visual impact, and is produced by integrating the innovative design concept of designers.

At present, large-scale industrial and public buildings such as large-scale steel structure factory buildings, waiting hall, exhibition centers, theaters, stadiums and the like are continuously emerged, for example, Shanghai Pudong airport, Guangzhou gymnasium main hall, Guangzhou exhibition center and national large theatre, the buildings provide powerful technical support for the construction of large-scale steel structures, but the study on the construction technology of special-shaped steel structures with small volume and complex structural modeling needs to be discussed according to the characteristics of engineering projects.

SUMMERY OF THE UTILITY MODEL

In order to solve the problems, the utility model aims at providing a large-span dysmorphism steel construction building to the volume is less and the structure molding is complicated special-shaped steel construction building.

In order to realize the above purpose, the utility model discloses a technical scheme:

the steel frame-shear wall structure system is provided with an upward inclined column, the inclined column faces to the outer vertical surface of the steel frame-shear wall structure system from bottom to top, and the inclined angle of the inclined column to the vertical direction is 18.1-53.28 degrees;

the structural system of the unidirectional steel-concrete composite beam has a girder span of 29-34 m;

the steel frame-shear wall structure system is adjacent to the unidirectional steel-concrete composite beam structure system.

Further, the steel structure building further comprises a steel frame-shear wall structure system with an overhanging structure, and the overhanging length of the overhanging structure is 5-8 m.

Further, the steel structure building further comprises a steel frame-shear wall structure system with a cantilever awning, and the cantilever length of the cantilever awning is 8-16 m.

Furthermore, the shear wall is provided with steel reinforced columns and steel reinforced beams.

Furthermore, beard ribs are reserved on the periphery of the shear wall, which is connected with the post-cast steel bar truss floor bearing plate.

Further, the bottom of the steel column of the steel structure building is provided with a bracket, the bracket is located on a foundation bearing platform of the steel structure building and connected with a ground beam, a grouting layer is arranged between the bracket and the foundation bearing platform, and a grouting hole is formed in the middle of the bracket.

Further, the steel structure building is a three-layer or four-layer building on the ground.

The utility model has the advantages that:

the utility model provides a large-span special-shaped steel structure building, through setting up steel skeleton post, steel skeleton roof beam at the shear force wall, strengthen the ability that the shear force wall structure resists super large horizontal force; the connection between the shear wall and the post-cast steel bar truss floor bearing plate is enhanced by reserving the beard bars at the connection periphery of the shear wall and the post-cast steel bar truss floor bearing plate; through having seted up the grout hole on basic bracket to the grout in the middle of making basic bracket is closely knit, and then makes basic bracket support firm.

Drawings

FIG. 1 is a schematic diagram of a special-shaped steel structure building of the present invention;

FIG. 2 is a schematic view of reinforcement of a 2F plate of the special-shaped steel structure building of the present invention;

FIG. 3 is a schematic diagram of a first museum area;

FIG. 4 is a schematic view of a second museum area;

FIG. 5 is a schematic diagram of a third museum area;

FIG. 6 is a schematic diagram of a large-span fourth museum area;

FIG. 7 is a steel structure hoisting construction floor plan;

FIG. 8 is a partial schematic view of a top primary beam and a secondary beam of a large-span fourth museum area;

FIG. 9 is a schematic view of the connection of upper and lower steel columns;

FIG. 10 is a partial view of the steel reinforced column and the steel reinforced beam of the present invention;

fig. 11 is a partial view of the beard tendon reserved in the present invention;

FIG. 12 is a partial view of the bracket of the present invention during the hole-forming and grouting process;

fig. 13 is a schematic view of the temporary supporting device of the present invention.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention clearer, the present invention will be further explained with reference to the accompanying drawings. In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.

In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted", "provided", "sleeved/connected", "connected", and the like are to be understood in a broad sense, such as "connected", which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.

Example 1

1-6, the large-span special-shaped steel structure building comprises a first museum area on the left side, a second museum area on the right side, a third museum area on the rear side, and a fourth museum area which is connected with the first museum area, the second museum area and the third museum area in the middle;

this embodiment describes the construction of the large-span special-shaped steel structure in detail by taking a certain project as an example. The engineering total land area is 17929 square meters, the building area is 9017.50 square meters, the building height is 24.00m, 1 floor is underground, a public building of an exhibition hall with 4 floors (local 3 floors) is arranged on the ground, and the engineering total land area is composed of a first hall area 1, a second hall area 2, a third hall area 3, three commercial exhibition halls and a 2 nd and a 4 th large-span fourth hall area 4 among the three halls.

The structure types are as follows: the first museum area 1, the third museum area 2 and the second museum area 3 all adopt steel frame-shear wall structure systems, the large-span fourth museum area 4 adopts a one-way steel-concrete composite beam structure system, the foundation and the foundation adopt a natural foundation, an independent foundation under a column and a raft foundation under a wall. The steel frame-shear wall structure system is a building structure system for building a steel frame (the steel frame is a structure which is composed of steel beams and steel columns and can bear vertical and horizontal loads) on the periphery of a shear wall. The unidirectional steel-concrete composite beam structure system is a beam structure formed by combining unidirectional steel and concrete, namely a reinforced concrete system.

The engineering structure is extremely special in shape, 7 inclined columns (4 on the east side and 3 on the west side) which are inclined upwards from the bottom to the top and face the outer vertical surface of a structural system exist in a steel structure of a second museum area, the inclined angles (the inclined angles refer to the inclined angles in the vertical direction, shown as a in figure 4) of the inclined columns are different and are inclined towards the east side, the inclined angle of the inclined column with the largest inclination reaches 53.28 degrees and exceeds 45 degrees, the inclined angle is very rare in a steel structure built by adopting a traditional mode, and the construction difficulty is high; the two layers of the steel structures of the first museum area are provided with overhanging structures (the common steel frame structure is converted into an overhanging steel structure on the two layers), the minimum overhanging length reaches 5m, and the maximum overhanging length reaches 8m (southeast corner); a large cantilever awning is arranged on the west layer of the third museum area, and the maximum cantilever length reaches 16 m; the maximum span of the steel structure of the large-span fourth museum area reaches 34m, and the maximum installation weight of the steel beam is about 32 tons.

Example 2

Because the large-span special-shaped steel structure building in the embodiment 1 has a complex structure form, a large inclination angle of the batter post and a large span of the main beam, the embodiment provides a construction method of the large-span special-shaped steel structure building, and aims to solve the engineering construction problems of hoisting of a large batter post steel structure, hoisting of a large-span steel structure, erection and unloading and dismantling of a temporary support of the steel structure and the like, form a set of relatively complete complex special-shaped steel structure construction technology, and provide technical guidance for the construction of the steel structure engineering in the future.

First, steel structure hoisting area division and construction sequence arrangement

This engineering second shop district steel construction has 7 batter posts (east side 4, 3 of west side) by end to the top, all inclines to the east side, and the angle differs, and the biggest inclination angle of batter post reaches 53.28, minimum 18.1, and single cross sectional dimension is great, and it is the construction difficulty to pinpoint and hoist and mount the installation to every batter post, and the hoist and mount order of whole steel construction, the hoist and mount of large-span girder steel, the hoist and mount location of batter post also are the key of construction.

The steel structure is hoisted after the shear wall is constructed to exceed a preset installation height of the steel structure by one layer, and the steel structure is constructed in a layered and partitioned mode.

The layered construction is divided into three layers for the whole building, wherein the first layer is constructed for a foundation bearing platform provided with embedded bolts and a foundation bracket arranged on the foundation bearing platform through the embedded bolts, the second layer is constructed for a bottom steel column and a second layer of steel beam of the building, and the third layer is constructed for the second layer and above steel columns of the building, the third layer and above steel beams of the building;

the partition construction is that the partition construction is carried out on the building, and the steel structure is installed by radiating outwards from exposed bracket positions of the shear walls in all the areas. As shown in fig. 7, the field installation is divided into 3 zones.

Hoisting and positioning steel structure

2.1 hoisting of large-span steel structure in fourth museum area of middle area

The girder steel of steel construction mainly includes the girder in this embodiment, secondary beam and other attached connection structure and all kinds of supports, when hoist and mount, consider to adopt the truck crane to go on, girder maximum span in the fourth museum district is 34 meters, concentrate on 1 district within range, 2 districts are because the place is comparatively wide in the existence of big platform, be fit for the hoist and mount operation, but 1 regional south side has local basement, can't bear the truck crane weight, if adopt the truck crane must set up the landing stage, construction cost will be increased like this, and set up the landing stage and also can consume the time limit for a project, increase the construction degree of difficulty. In the research process of the embodiment, the construction sequence is changed, and the steel structure of each floor in the middle area, particularly the hoisting problem of a large-span main beam is solved by arranging the automobile lifting frame in the 1-zone interior.

In this embodiment, the unidirectional steel-concrete composite beam structure system includes a shear wall and a steel structure, and the steel structure includes a composite beam.

Considering various factors such as construction period, cost and construction difficulty, the conventional steel structure hoisting sequence is changed, a truck crane is driven in from the east side of the area 1 to be hoisted, in order to facilitate truck crane operation, a main beam of a second floor is hoisted to form a frame system, a space is reserved in the frame system, steel structures of a third layer and above parts are hoisted from the reserved space, a secondary beam of the steel structure of the second floor is hoisted after the hoisting of the steel structures of the third layer and above parts is finished, such as a top main beam and a secondary beam shown in figure 8, and the hoisting of other steel structures of the second floor is carried out after the hoisting of the steel structures on the floor is finished. It should be understood that the specific hoisting manner of the steel structure in the present embodiment can be determined by those skilled in the art according to the field situation.

Hoisting the large-span beam in sections: the maximum span of the steel beam is 34 meters, the maximum installation weight reaches 32 tons, and the maximum installation height is 17.1 meters. The length of the steel beam exceeds the transportation condition, so that the steel beam is divided into 3 sections according to the requirements of a construction drawing, the steel beam is transported to a site and then assembled and hoisted, and after the hoisting is finished, a temporary support back-jacking main beam is required to be erected according to the requirements of the construction drawing, so that the horizontal force generated in the construction process is reduced, the main beam and the secondary beam are prevented from generating larger displacement and deformation, and the construction safety is guaranteed.

The steel beam torsion prevention measures are as follows: in order to prevent that the main girder steel side that large-span girder steel both ends were connected with it from producing great torsional force in the work progress, the temporary stay is set up according to the determining deviation after the girder steel hoist and mount is accomplished and is backed up, supports the support body and chooses for use lantern frame, forms reliable stable connection system between the lantern frame to reinforcing bulk rigidity. In order to prevent the local instability of the abdomen of the main steel girder, stiffening ribs are arranged as the supports of the web plate, 50 mm-100 mm battens are added on two sides of the web plate, and the battens are horizontally supported by steel pipes to prevent the web plate from twisting.

Before the steel beam is hoisted, the gravity center of the steel beam is carefully calculated, clear marks are made on the member, and during hoisting, the hoisting point is selected to ensure that the central lines of the lifting hook and the member are on the same plumb line. For a beam with large span, the components with small lateral rigidity and large width-thickness ratio of the web are prevented from being twisted and damaged, and the components are inspected, and when the deformation and the defect of the components exceed the allowable deviation, the components need to be processed. And the high-strength bolt connection friction surface is checked, impurities such as mud and sand cannot be generated, the friction surface is required to be flat and dry, and the operation in the rain cannot be performed. When the ground is assembled, the oil-free sleepers are used for cushioning the components, and the two sides of the components are supported by the wooden bars, so that the stability is enhanced. An assembly platform is formed before assembly, the platform is provided with at least 4 supporting points, solid web beams are placed on the platform and are assembled according to the drawing numbers, high-strength bolts are used for connection and initial screwing, and a force measuring wrench is used for final screwing after the test is accurate. By analogy, the whole row is assembled, then the hoisting points are checked, and the reference and the central line are aligned.

The hoisting is carried out by adopting a single-truss hoisting, 4 binding points are adopted for binding, and soft materials are used for filling the binding points to prevent the steel members from being damaged. When the steel beam is lifted, the steel beam is lifted to about 50cm away from the ground, the center of the steel beam is aligned with the center of the installation position, then the hook is lifted up slowly, the steel beam is lifted to above the top of the column, the steel beam is rotated by using a sliding rope to be aligned with the top of the column, so that the hook is placed in place, the hook is slowly dropped, the brake is aligned with the reserved bolt hole when the steel beam just contacts the top of the column, the bolt is inserted into the hole, the temporary fixation is performed by initial screwing, the verticality is corrected and finally fixed, and the verticality of the steel beam is checked by using a hanging wire hammer. A secondary beam used for connecting and fixing the main beams is arranged between every two adjacent main beams, after the first steel beams are connected, the steel beams are firmly pulled from two sides by two sliding ropes, and then the secondary beams are used for connecting and fixing each steel beam. After the steel beam is corrected, other various supports and the like can be installed, and finally the bolts are screwed for final fixation.

2.2 lifting and positioning of batter posts

As shown in fig. 4 and 13, the outer facade of the steel frame-shear wall structure system is provided with a plurality of groups of batter posts. And for a steel frame-shear wall structure system with the upward inclined column, the foundation bracket is used as the bottom support of the inclined column to construct the inclined column. And the inclined column is hoisted by adopting the cooperation of a crawler crane and a truck crane. The process mainly comprises the steps of binding → hoisting → aligning → temporary fixing → correcting → final fixing.

In order to ensure the accuracy of the installation position of the batter post, a section of foundation bracket is pre-embedded in the top of the foundation before the batter post is hoisted, a secondary concrete pouring scheme is adopted in the foundation bracket area, a steel partition plate at the bottom of the bracket is poured with a C40 college shrinkage-free expansion grouting layer through a grouting hole, so that the concrete pouring under the foundation bracket is ensured to be compact, and the reliable force transmission of the upper batter post is ensured.

As shown in fig. 13, the batter post is composed of a plurality of sections of batter posts, in this embodiment, the construction of the bottom batter post and the foundation bracket includes: 1. installing a foundation corbel, 2, grouting the foundation corbel, 3, installing a temporary supporting device, 4, hoisting a bottom oblique cylinder, 5, aligning the bottom oblique cylinder, namely aligning the bottom oblique cylinder with the foundation corbel; 6. the lower end of the bottom inclined cylinder body is connected with the foundation bracket by using the column ear plate; 7. temporarily supporting the upper end of the bottom inclined cylinder by using a temporary supporting device (the upper end of the inclined cylinder is provided with a supporting bracket, and the supporting bracket is directly propped against the supporting inclined cylinder when the supporting device supports the inclined cylinder; 8. the joint of the foundation bracket and the bottom oblique column is welded; 9. and finally, cutting off the column ear plate.

The construction of upper and lower oblique cylinder is similar with the construction of bottom batter post and basic bracket, including installation lower part batter post and utilize interim strutting arrangement to support, the interim strutting arrangement of installation upper portion batter post, hoist and mount upper portion batter post, counterpoint the upper portion batter post, utilize the post otic placode to connect upper portion batter post and lower part batter post, utilize interim strutting arrangement to support upper portion batter post upper end temporarily, welding and cutting off processes such as post otic placode in the upper and lower batter post junction, this embodiment is not rested on the reading.

The construction of the batter post is that the bottom of the building is upwards constructed in sections, the bottom of the bottom section batter post body of each group of batter posts is fixed on the foundation bracket through the post ear plate, and the top of the bottom section batter post body is supported by a temporary supporting device; and the bottom section oblique column body is fixedly connected with the bottom of the second section oblique column body through a column lug plate, the top of the second section oblique column body is supported by a temporary supporting device, and the oblique column group of the first floor of the steel frame-shear wall structure system is constructed in sequence from bottom to top.

And after the construction of the inclined column group of each floor is finished, hoisting a main beam of the unidirectional steel-concrete composite beam structure system, and fixing the top of the inclined column group of each floor of the steel frame-shear wall structure system on the main beam of the adjacent composite beam structure system.

As shown in fig. 9, the bottom section oblique cylinder is connected with the foundation bracket; the end parts of each section of the inclined cylinder body and the foundation bracket are provided with a cylinder ear plate; the bottom section inclined cylinder body is connected with the foundation bracket and each section of inclined cylinder body through the column ear plate; the specific method for completing the connection comprises the following steps: after the bottom section oblique cylinders are aligned with the connecting end surfaces of the foundation corbels or the oblique cylinders of all sections, the column ear plates on the two sides of the connecting end surfaces are fixedly connected through the connecting clamping plates, and then the annular welding of the connecting end surfaces is completed; and cutting off the column ear plate after welding. The steel columns in fig. 9 include a diagonal column and a straight column, and the lower steel column may be replaced with a basic bracket. It should be understood that the connection clamp plate and the stud lug plate can be fixed by bolts or welding, and this embodiment does not require any further.

When the foundation bracket is in butt joint with the steel column and the upper-layer steel column is in butt joint with the lower-layer steel column, the staggered adjustment is carried out by considering the column ear plate and the jack which are welded on the top of the lower-end column.

The butt joint stagger adjustment of the upper and lower sections of steel columns is carried out through the column ear plates welded on the top of the lower end column by means of the steel structure supporting device, the temporary bolts are loosened appropriately during correction, then the jack is used for correction, as shown in fig. 9, the jack is placed between the upper and lower column ear plates for correction, and the temporary bolts are screwed down after correction. If the gap between the steel column lug plate and the temporary connecting clamping plate is too large, a cushion steel plate can be additionally arranged between the steel column lug plate and the temporary connecting clamping plate, and then the bolt is screwed down. After the upper steel column and the lower steel column are in butt joint, the upper steel column and the lower steel column are welded at the joint, the lug plate for auxiliary correction is cut after welding, and the parent metal is not cut during cutting.

The hoisting and positioning of the straight column in this embodiment is similar to that of the oblique column, and will not be described in detail.

Third, the structure releases the internal force horizontally

The special body types of the large-slope batter post and the overhanging structure lead each floor to generate larger horizontal internal force, so that the release of the horizontal force is important, and the following important parts with larger horizontal force are preliminarily locked for research by analyzing a structural system in the research process:

4.1 horizontal force transfer of shear walls

The shear wall structure is a main horizontal force transmission structure, and in order to ensure the structural construction stability, the shear wall structure is constructed before other structures (section steel columns, section steel beams and reinforced truss concrete floor support plates) and can be used as temporary support for other structural construction after being formed. In order to enhance the resistance of the shear wall structure to the ultra-large horizontal force, steel columns 7 and steel beams 8 are arranged at corner nodes of the shear wall, as shown in fig. 10. The bight node has reinforcing bar post, reinforcing bar roof beam, reinforced concrete hidden column and the pre-buried bracket of steel construction, and the hidden post stirrup can be broken by the girder steel web in reinforcing bar roof beam height within range, because the bight node is complicated, the reinforcing bar is intensive, and it is difficult directly to weld the stirrup welding of disconnection on the girder steel web, welds one section short reinforcement of buckling before the construction on the girder steel web, with stirrup and short reinforcement welding during hidden column construction.

4.2 floor level force Release

In order to reliably connect the shear wall and the post-cast steel bar truss floor bearing plate, beard ribs 6 are reserved on the periphery of the shear wall, as shown in fig. 11, and during the construction of the post-cast floor bearing plate, main ribs of the floor bearing plate are welded with the beard ribs. Height is reserved with the building carrier plate elevation to the beard muscle, and the interval is with building carrier plate owner muscle interval, and anchor length satisfies standard and designing requirement, and extension length satisfies the reinforcement welding requirement.

Five, bracket perforating and grouting

As shown in fig. 12, the steel columns 51 of the steel structure building are provided with foundation brackets 52 at the bottoms thereof, and the foundation brackets 52 are located on foundation bearing platforms 53 of the steel structure building and connected to ground beams 54. The steel column 51 is fixed to a foundation bearing platform 53 by a foundation bracket 52. The basic bracket in this embodiment, included the connection pad that has reserved the bolt hole to and fixed the connecting cylinder that is used for being connected with the steel column that sets up on the connection pad, the connecting cylinder includes directly connecting cylinder and oblique connecting cylinder, is used for connecting vertical column and batter post respectively. Since the foundation bracket 52 is smaller than the ground beam 54, resulting in a 200mm gap between the bottom of the foundation bracket 52 and the foundation cap 53, a C40 high-efficiency non-shrink expansion grout layer 55 needs to be poured to fill the gap. In the embodiment, the circular grouting hole 56 of the D200 is formed in the middle of the foundation bracket, after the construction of the foundation bracket 52 is completed and before the upper steel column is hoisted, grouting is firstly performed to form a grouting layer 55, and then the upper steel column 51 is hoisted. If grouting is performed from the periphery of the foundation bracket 52, the grouting in the middle of the foundation bracket may not be dense due to the small gap. The steel column of the embodiment comprises a straight column, an inclined column and the like, and the construction method of the straight column is similar to that of the inclined column.

The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the above embodiments, and that the foregoing embodiments and descriptions are provided only to illustrate the principles of the present invention without departing from the spirit and scope of the present invention. The scope of the invention is defined by the appended claims and equivalents thereof.

Claims (7)

1. A large-span special-shaped steel structure building, comprising:

the steel frame-shear wall structure system is provided with an upward inclined column, the inclined column faces to the outer vertical surface of the steel frame-shear wall structure system from bottom to top, and the inclined angle of the inclined column to the vertical direction is 18.1-53.28 degrees;

the structural system of the unidirectional steel-concrete composite beam has a girder span of 29-34 m;

the steel frame-shear wall structure system is adjacent to the unidirectional steel-concrete composite beam structure system.

2. The large-span deformed steel structure building of claim 1, wherein the steel structure building further comprises a steel frame-shear wall structure system with an overhanging structure, and the overhanging length of the overhanging structure is 5-8 m.

3. The large-span deformed steel structure building of claim 1, further comprising a steel frame-shear wall structure system with a cantilever rain fly having a cantilever length of 8-16 m.

4. The large-span deformed steel structure building according to claim 1, wherein the shear wall is provided with steel reinforced columns and steel reinforced beams.

5. The large-span deformed steel structure building of claim 1, wherein the shear wall is provided with a beard rib for connecting with a floor slab.

6. The large-span special-shaped steel structure building as claimed in claim 1, wherein the bottom of the steel column of the steel structure building is provided with a bracket, the bracket is positioned on a foundation bearing platform of the steel structure building and connected with a ground beam, a grouting layer is arranged between the bracket and the foundation bearing platform, and a grouting hole is arranged in the middle of the bracket.

7. The large-span deformed steel structure building of claim 1, wherein the steel structure building is an above-ground three-story or four-story building.

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