A high-rise umbrella-shaped eccentric cantilever steel structure and its construction method

Abstract

The present invention discloses a high-rise umbrella-shaped eccentric cantilever steel structure and its construction method, which includes a tower steel structure main body arranged on a ground foundation. The tower steel structure main body includes a support part fixed on the embedded parts in the foundation and a cantilever part located on the support part. The support part includes an inner cylinder and an outer cylinder. The inner cylinder is located inside the outer cylinder, and the outer cylinder extends circumferentially outward to form an umbrella-shaped cantilever part. The cantilever part is eccentrically arranged. A support platform connected to the inner cylinder is provided above the cantilever part, and an inclined roof plate is provided above the support platform. The upper end of the inner cylinder penetrates through the roof plate. A pedestrian passage communicating with the support platform is provided on the foundation, and a spiral staircase that can reach the support platform is fixed between the inner cylinder and the outer cylinder. The structure of the present invention has strong bearing capacity, guaranteed structural strength and stiffness, high installation efficiency, and reduces potential safety hazards during construction.

Description

Technical Field

[0001] The present invention relates to the technical field of eccentric steel structure construction, and particularly relates to a high-rise umbrella-shaped eccentric cantilever steel structure and a construction method thereof. Background Art

[0002] With the continuous development of science and technology and architectural design, people's requirements for building shapes and functions are getting higher and higher. In order to meet these needs, some new cantilever steel structure systems with special shapes and curved surfaces have gradually come into people's view.

[0003] In actual projects, cantilever ring-shaped steel structures, especially buildings with special shapes such as cantilever eccentric ring steel structures, have gradually come into people's view. However, the overall building size of steel structures with the above special shapes is usually small (within 10 meters), so the problem of prestress in the structure body does not need to be considered, and it is easy to meet the engineering requirements in terms of structural strength, stiffness, deformation deflection, etc. But when the size of the cantilever eccentric ring steel structure becomes larger, especially when the cantilever length becomes longer and the overall steel structure belongs to a high-rise building, it is necessary to comprehensively consider issues such as prestress, structural strength and stiffness, deformation deflection, and installation in the entire steel structure body. Otherwise, there will be great potential safety hazards in the structure. Summary of the Invention

[0004] The purpose of the present invention is to provide a high-rise umbrella-shaped eccentric cantilever steel structure and a construction method thereof. This high-rise umbrella-shaped eccentric cantilever steel structure enables special-shaped and large-size high-rise cantilever steel structures to have strong structural bearing capacity, guaranteed structural strength and stiffness, high installation efficiency, and reduces potential safety hazards during construction.

[0005] To solve the above technical problems, the present invention adopts the following solutions:

[0006] A high-rise umbrella-shaped eccentric cantilever steel structure includes a tower steel structure main body arranged on a ground base. The tower steel structure main body includes a support part fixed on an embedded part in the base and a cantilever part located on the support part. The support part includes an inner cylinder and an outer cylinder. The inner cylinder is located inside the outer cylinder. The outer cylinder extends circumferentially outward to form an umbrella-shaped cantilever part. The cantilever part is eccentrically arranged. A support platform connected to the inner cylinder is provided above the cantilever part. An inclined roof plate is provided above the support platform. The upper end of the inner cylinder penetrates through the roof plate. A pedestrian passage communicating with the support platform is provided on the base. A spiral staircase that can reach the support platform is fixed between the inner cylinder and the outer cylinder.

[0007] Due to the adoption of the above technical solution, this solution is a high-rise eccentric structure. Its design of the inner tube, outer tube and support platform improves its own structural bearing capacity, can effectively avoid the deformation of the front part of the cantilever, ensures the structural strength and stiffness, and makes the deformation deflection of the whole structure meet the engineering requirements. In the present invention, the support platform well improves the stress state of the structure. The support platform is connected to the cantilever by a tie rod, and a top plate is arranged above the support platform. Both the top plate and the support platform are located at the center position of a single tower. In this way, the top plate and the support platform well balance the center of gravity of the whole tower, increasing the stiffness and safety of the structure.

[0008] Optionally, the inner tube is a dense column frame tube structure composed of multiple box-shaped steel columns, and the outer tube is a quadrilateral grid structure composed of multiple box-shaped steel columns obliquely intersecting. Both the outer tube and the inner tube are connected to the embedded parts through column base plates.

[0009] Optionally, the embedded part includes anchor bolts and a support steel bracket. The anchor bolts are installed at the four corners of the support steel bracket, and the support steel bracket is welded to the steel bars in the foundation.

[0010] Optionally, the cantilever is connected by a first section, a second section, a third section and a fourth section with the center of gravity gradually shifting outwards. The first section is fixed obliquely to the circumferential direction of the top of the outer tube by multiple inverted V-shaped members. The second section is fixed obliquely to the circumferential direction of the top of the first section by multiple first X-shaped members. The third section is fixed obliquely to the circumferential direction of the top of the second section by multiple second X-shaped members. The fourth section is fixed obliquely to the circumferential direction of the top of the third section by multiple third X-shaped members. The included angles between the inverted V-shaped members, the first X-shaped members, the second X-shaped members and the third X-shaped members and the horizontal plane gradually decrease.

[0011] Optionally, the cantilever and the support platform are supported and connected by several column-shaped tie rods. A number of support columns are annularly distributed between the top plate and the support platform. The middle part of the top plate has a hole allowing the inner tube to pass through.

[0012] Optionally, the pedestrian passage includes multiple bridge piers, a walkway skeleton and several walkway boards. The bridge piers are fixedly connected to the embedded plates on the foundation. The bridge piers are in a Y shape, and a reinforcing rod is provided between any two adjacent bridge piers. The walkway skeleton is arranged on each bridge pier in an inclined curve shape. The walkway boards are laid on the walkway skeleton, and guardrails are provided along the edge of the walkway skeleton; the pedestrian passage includes a plank road and a connecting bridge. The connecting bridge is used to connect the support platforms of the steel structure main bodies of multiple towers, and the plank road is connected to the connecting bridge and is used for pedestrians to lead from the ground to the connecting bridge.

[0013] Optionally, a canopy is further provided on the side wall of the base. The canopy includes a curved grid-shaped support framework and a PC board laid on the support framework. The support framework includes side beams, connecting rods, and struts. The side beams are connected to the embedded blocks on the base. The connecting rods are distributed along the extending direction of the side beams. At least one strut is provided between any two adjacent connecting rods. The struts and the connecting rods intersect each other to form a grid shape.

[0014] A construction method for a high-rise umbrella-shaped eccentric cantilever steel structure includes the following steps:

[0015] S1: Excavate a foundation pit with a designed size within the construction area, tie a matching steel reinforcement cage and place it in the foundation pit. Install a support steel bracket with anchor bolts welded inside the steel reinforcement cage according to the design requirements. Wrap the exposed threaded part of the anchor bolts with a protective layer, and pour concrete to form a base.

[0016] S2: Set the placement area of the crane. First, hoist the segmented inner cylinders to the base in sequence and connect them to the embedded parts, and install a spiral staircase.

[0017] S3: Then hoist the segmented outer cylinders to the base in sequence and connect them to the embedded parts on the outside of the inner cylinder. The outer cylinder is sleeved outside the inner cylinder, and the installation height of the outer cylinder is the same as that of the inner cylinder.

[0018] S4: Then continue to install the inner cylinder to the designed elevation position.

[0019] S5: Connect a plurality of inverted V-shaped members circumferentially at the upper end of the outer cylinder. The plurality of inverted V-shaped members are inclined outward and form the first section of the cantilever part. A temporary support is tied between each inverted V-shaped member and the inner cylinder.

[0020] S6: Connect a plurality of first X-shaped members circumferentially at the upper end of the first section. The plurality of first X-shaped members are inclined outward and form the second section of the cantilever part, and the inclination angle is greater than that of the inverted V-shaped members. A temporary support is tied between each first X-shaped member and the inner cylinder.

[0021] S7: Connect a plurality of second X-shaped members circumferentially at the upper end of the second section. The plurality of second X-shaped members are inclined outward and form the third section of the cantilever part, and the inclination angle is greater than that of the first X-shaped members. A temporary support is tied between each second X-shaped member and the inner cylinder. The upper and lower ends of adjacent two second X-shaped members are connected by circular tube column beams, and the third section is in a spiral shell shape.

[0022] S8: Connect several tie rods along the upper edge position of the third section. The inclination angles of each tie rod are different, and a support platform is erected on the several tie rods.

[0023] S9: Connect multiple third X-shaped members circumferentially at the upper end of the third section. The multiple third X-shaped members are arranged to incline outwards and form the fourth section of the cantilever part, and the inclination angle is greater than that of the second X-shaped member;

[0024] S10: A plurality of support columns are distributed elliptically on the top surface of the support platform, and a top plate is inclined and installed at the top of the plurality of support columns;

[0025] S11: Remove the temporary support between the cantilever part and the inner cylinder;

[0026] S12: Install the plank road, connecting bridge and canopy, and the construction is completed.

[0027] Optionally, when installing the inner cylinder and the outer cylinder, it is necessary to measure the installation and positioning of the steel columns and steel beams of the inner cylinder and the steel column positioning of the X-shaped members of the outer cylinder. At the same time, according to the construction steps of the main body of the tower steel structure, key steps are selected for construction simulation analysis. The construction simulation analysis is carried out by MIDAS to monitor whether the deformation of the steel structure during installation is within the design range.

[0028] Optionally, the main body of the tower steel structure is gradually constructed layer by layer. The construction area is divided by layer, and the on-site anti-corrosion coating construction is carried out crosswise from bottom to top in turn. Each construction area is coated layer by layer from top to bottom in the vertical direction and from the middle to both sides in the horizontal direction.

[0029] The beneficial effects of the present invention are as follows:

[0030] 1. In the present invention, the high-rise umbrella-shaped eccentric cantilever steel structure is a special-shaped steel structure with a large-size cantilever. Its design of the inner cylinder, outer cylinder and support platform improves its own structural bearing capacity, can effectively avoid the deformation of the front part of the cantilever part, ensures the structural strength and stiffness, and makes the deformation deflection of the whole structure meet the engineering requirements. In the present invention, the combination of the top plate and the support platform well improves the stress state of the whole tower structure and increases the stiffness and safety of the structure.

[0031] 2. The construction method of the present invention is fast, convenient, easy to control the installation accuracy, and the construction quality is guaranteed, ensuring the bearing capacity, structural strength and stiffness of the high-rise umbrella-shaped eccentric cantilever steel structure, and is particularly suitable for implementation on the basis of complex and limited terrain, or even without supporting building structures around. Description of the Drawings

[0032] Figure 1 It is a front view structural schematic diagram of the present invention;

[0033] Figure 2 It is a side view structural schematic diagram of the present invention;

[0034] Figure 3 It is a three-dimensional structure diagram of a single tower steel structure in the present invention;

[0035] Figure 4 is the sectional structure diagram of the present invention;

[0036] Figure 5 is Figure 1 the partial enlarged view of part A in

[0037] Figure 6 the deformation value diagram after the installation of the straight cylinder section under the elevation is completed;

[0038] Figure 7 the deformation value diagram after the installation of all the inner cylinder sections is completed;

[0039] Figure 8 the deformation value diagram after the installation of the upward inverted V-shaped member on the outer cylinder is completed;

[0040] Figure 9 the deformation value diagram after the installation of the first X-shaped member on the outer cylinder is completed;

[0041] Figure 10 the deformation value diagram after the installation of the second X-shaped member on the outer cylinder is completed;

[0042] Figure 11 the deformation value diagram after the installation of the tie rod is completed;

[0043] Figure 12 the deformation value diagram after the installation of the support platform;

[0044] Figure 13 the deformation value diagram after the installation of the third X-shaped member is completed;

[0045] Figure 14 the deformation value diagram after the installation of the top plate is completed;

[0046] Figure 15 the deformation value diagram after the removal of the temporary support;

[0047] Figure 16 the deformation value diagram after the concrete is poured;

[0048] Figure 17 is the installation schematic diagram of the present invention;

[0049] Figure 18 is the assembly drawing of the box-shaped steel column;

[0050] Figure 19 is the schematic diagram for measuring the axis deviation of the steel column;

[0051] Figure 20 is the schematic diagram for weld monitoring;

[0052] Figure 21 is the schematic diagram for the influence of welding deformation on the perpendicularity deviation of the steel column;

[0053] Figure 22 Schematic diagram for measuring the inclination and axis of the inclined steel column

[0054] Figure 23 Assembly schematic diagram of the pedestrian passage and the bridge pier

[0055] Figure 24 Assembly schematic diagram of the strengthening rod and the bridge pier

[0056] Figure 25 Connection schematic diagram of the temporary support and the X-shaped member

[0057] Figure 26 Structural diagram of the X-shaped member

[0058] Figure 27 Structural diagram of the inverted V-shaped member

[0059] Reference numerals: 1 - support part, 101 - outer cylinder, 102 - inner cylinder, 2 - cantilever part, 3 - support platform, 4 - top plate, 5 - pedestrian passage, 51 - plank road, 52 - connecting bridge, 6 - spiral staircase, 7 - base, 8 - support column, 9 - tie rod, 10 - canopy, 11 - bridge pier, 12 - inverted V-shaped member, 13 - first X-shaped member, 14 - second X-shaped member, 15 - third X-shaped member, 16 - box-shaped steel column, 17 - ear plate, 18 - strengthening rod, 19 - walkway skeleton, 20 - backing plate, 21 - dial indicator, 22 - side beam, 23 - connecting rod, 24 - strut, 25 - embedded part. Detailed implementation manners

[0060] The present invention will be further described in detail below in conjunction with the embodiments and the accompanying drawings, but the implementation manners of the present invention are not limited thereto.

[0061] In the description of the present invention, it should be noted that the orientation or positional relationship indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "longitudinal", "lateral", "horizontal", "inner", "outer", "front", "rear", "top", "bottom", etc. is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship in which the product of the present invention is usually placed during use. It is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation to the present invention.

[0062] In the description of the present invention, it should also be noted that, unless otherwise clearly specified and defined, the terms "arranged", "provided with", "installed", "connected", and "coupled" should be understood in a broad sense. For example, it may be a fixed connection, a detachable connection, or an integral connection; it may be a mechanical connection or an electrical connection; it may be directly connected or indirectly connected through an intermediate medium, and it may be the communication inside two components. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0063] Embodiment 1

[0064] A high-rise umbrella-shaped eccentric cantilever steel structure includes a tower steel structure main body arranged on a ground foundation 7. The tower steel structure main body includes a support part 1 fixed on an embedded part 25 in the foundation 7 and a cantilever part 2 located on the support part 1. The support part 1 includes an inner cylinder 102 and an outer cylinder 101. The inner cylinder 102 is located inside the outer cylinder 101. The outer cylinder 101 extends circumferentially outward to form an umbrella-shaped cantilever part 2. The cantilever part 2 is eccentrically arranged. A support platform 3 connected to the inner cylinder 102 is provided above the cantilever part 2. An inclined top plate 4 is provided above the support platform 3. The upper end of the inner cylinder 102 penetrates through the top plate 4. A pedestrian passage 5 communicating with the support platform 3 is provided on the foundation 7. A spiral staircase 6 that can reach the support platform 3 is fixed between the inner cylinder 102 and the outer cylinder 101.

[0065] In this embodiment, as Figure 1-4As shown in the figure, it includes three main tower steel structures with different heights. The structures of the three towers are the same. The three towers are arranged on the designated base 7 according to the design drawings. Each of the three towers includes a support part 1 and a cantilever part 2. The support part 1 is fixedly connected to the embedded part 25 inside the base 7. The base 7 is made of reinforced concrete. The embedded part 25 is a steel structure component embedded inside before pouring the concrete, and it is adapted to the bottom of the support part 1. The support part 1 mainly includes an inner cylinder 102 and an outer cylinder 101 sleeved outside the inner cylinder 102. The inner cylinder 102 and the outer cylinder 101 are concentrically annularly distributed. A spiral staircase 6 is connected between the inner and outer cylinders 101 by steel columns. The spiral staircase 6 is spirally distributed upward along the length direction of the inner and outer cylinders 101. In order to strengthen the stability between the inner and outer cylinders 101, steel columns are also connected between them. After the outer cylinder 101 and the inner cylinder 102 are installed to the designed height, the cantilever part 2 is gradually installed circumferentially on the outer cylinder 101. The cantilever part 2 forms a fan-shaped eccentric structure. The center of gravity of the cantilever part 2 is located outside the center of gravity of the outer cylinder 101. A support platform 3 is fixed above the cantilever part 2. The support platform 3 is connected to the inner cylinder 102 by steel columns. A top plate 4 is fixed above the support platform 3. The inner cylinder 102 penetrates upward through the top plate 4. A pedestrian passage 5 is built on the base 7. The pedestrian passage 5 extends towards the support platform 3 according to the design scheme. A guardrail is fixed circumferentially on the support platform 3. The center of gravity of the support platform 3 coincides with the center of gravity of the outer cylinder 101 and the inner cylinder 102. The main tower steel structure designed by the inner cylinder 102, the outer cylinder 101 and the support platform 3 improves its own structural bearing capacity, can effectively avoid the deformation of the front part of the cantilever part 2, ensures the structural strength and stiffness, and makes the deformation deflection of the whole structure meet the engineering requirements. In the present invention, the support platform 3 well improves the stress state of the structure. The support platform 3 and the cantilever part 2 are connected by a tie rod 9. A top plate 4 is arranged above the support platform 3. Both the top plate 4 and the support platform 3 are located at the center position of a single tower. In this way, the top plate 4 and the support platform 3 well balance the center of gravity of the whole tower and increase the stiffness and safety of the whole tower structure.

[0066] Furthermore, the inner cylinder 102 is a dense column frame tube structure composed of multiple box-shaped steel columns 16, and the outer cylinder 101 is a quadrilateral grid structure composed of multiple box-shaped steel columns 16 obliquely intersecting. Both the outer cylinder 101 and the inner cylinder 102 are connected to the embedded part 25 through column base plates. Specifically, the inner cylinder 102 is a hollow cylindrical structure with the same diameter up and down. The inner cylinder 102 is connected in sections, and each section is composed of multiple box-shaped steel columns 16 distributed circumferentially. An arc-shaped steel column is connected between adjacent two steel columns, so that the inner cylinder 102 forms a dense column frame tube structure. The box-shaped steel column 16 is a square tube column with a basically square cross-section. Multiple ear plates 17 are welded circumferentially at both ends of the steel column. The ear plates 17 are provided with channels for bolts to pass through. After the corresponding ear plates 17 are aligned between the steel columns, the two steel columns are firmly connected by bolts passing through the channels. The number of ear plates 17 is adjusted according to the actual position of the connection end of the steel column. The outer cylinder 101 is also a hollow cylindrical structure with the same diameter up and down. Its circumferential direction is a quadrilateral grid structure composed of several box-shaped steel columns 16 obliquely intersecting. At equal-spacing circumferences, an arc-shaped steel column is connected between the intersection points of the grids to enhance the overall support strength and the transverse tensile strength of the outer cylinder 101 and prevent it from falling apart. The box-shaped steel column 16 of the outer cylinder 101 is a flat steel column, and the cross-section of the flat column is rectangular. Both the outer cylinder 101 and the inner cylinder 102 are connected to the column base plate through bolts of appropriate strength, and then the column is fixed to the embedded part 25. The column base plate is an existing steel plate, which is adapted to the embedded part 25.

[0067] Furthermore, the embedded part 25 includes anchor bolts and a supporting steel bracket. The anchor bolts are installed at the four corners of the supporting steel bracket, and the supporting steel bracket is welded to the steel bars in the base 7. Specifically, the supporting steel bracket is a rectangular frame structure welded by angle steel plates, and its size is the same as that of the column base plate. Positioning holes for the anchor bolts to pass through are provided at the four corners of the top surface of the supporting steel bracket. The upper end of the anchor bolt extends outside the base 7 for connecting the column base plate and is locked and fixed by nuts. The lower end of the anchor bolt is welded and fixed to the supporting steel bracket. The supporting steel bracket is a commonly used embedded part 25 in the construction industry.

[0068] Furthermore, the cantilever part 2 is connected by a first section, a second section, a third section, and a fourth section whose center of gravity gradually shifts outward. The first section is composed of multiple inverted V-shaped members 12 obliquely fixed on the circumferential direction of the top of the outer cylinder 101. The second section is composed of multiple first X-shaped members 13 obliquely fixed on the circumferential direction of the top of the first section. The third section is composed of multiple second X-shaped members 14 obliquely fixed on the circumferential direction of the top of the second section. The fourth section is composed of multiple third X-shaped members 15 obliquely fixed on the circumferential direction of the top of the third section. The included angles between the inverted V-shaped members 12, the first X-shaped members 13, the second X-shaped members 14, and the third X-shaped members 15 and the horizontal plane gradually decrease.

[0069] Specifically, the cantilever part 2 is mainly composed of four sections, each of which is an annular eccentric structure with its center moving outwards in sequence. After the inner cylinder 102 and the outer cylinder 101 are both installed to the designed height and the entire support part 1 is installed, the installation of the cantilever part 2 begins. The first section of the cantilever part 2 is composed of a number of inverted V-shaped members 12. As Figure 27 shown, the inverted V-shaped member 12 is formed by bolt-connecting two steel columns. The ends of the steel columns are provided with ear plates 17 for connecting the steel columns to each other. The bottom end of the inverted V-shaped member 12 is bolt-connected to the outer cylinder 101. The inverted V-shaped members 12 are distributed obliquely outwards along the circumferential direction of the top end of the outer cylinder 101. As Figure 25 shown, a temporary support (temporary tie rod 9) made of round steel is arranged between the first section and the inner cylinder 102 to provide an inward pulling force for the first section; as Figure 26 shown, the second section is composed of a number of first X-shaped members 13. The first X-shaped member 13 is formed by crossing four steel columns. The X shape is adopted to be adaptively connected to the inverted V-shaped member 12. A number of first X-shaped members 13 are bolt-connected to the upper end of the inverted V-shaped member 12, and the first X-shaped members 13 are inclined outwards. Similarly, a temporary support composed of round steel is connected between the centroid position of the first X-shaped member 13 and the inner cylinder 102. Then the third section is installed. The composition of the third section is similar to that of the second section, and the second X-shaped member 14 is adopted. The fourth section adopts the third X-shaped member 15, and temporary supports are also connected. The centroid of the cantilever part 2 gradually moves outwards. By setting the temporary support, the structural stability of the cantilever part 2 can be temporarily maintained.

[0070] Furthermore, the cantilever part 2 and the support platform 3 are supported and connected by a number of column-shaped tie rods 9. A number of support columns 8 are annularly distributed between the top plate 4 and the support platform 3. The middle part of the top plate 4 has a hole allowing the inner cylinder 102 to pass through.

[0071] Specifically, a support platform 3 is installed on the cantilever part 2 through the tie rod 9. The inner side of the support platform 3 is bolt-connected to the inner cylinder 102. The tie rod 9 is used for the support platform 3. The tie rod 9 is located on the third section of the cantilever part 2. A number of support columns 8 with different lengths are connected to the support platform 3. The top ends of the support columns 8 are connected to the top plate 4. The top plate 4 is inclined to facilitate quick drainage. A hole allowing the inner cylinder 102 to pass through is provided in the middle of the top plate 4. The top plate 4 and the inner cylinder 102 are fixedly connected to integrate the top plate 4 and the inner cylinder 102, improving the overall stability of the tower.

[0072] Furthermore, the pedestrian passage 5 includes a plurality of bridge piers 11, a walkway framework 19 and a number of walkway slabs. The bridge piers 11 are fixedly connected to the embedded plates on the base 7. The bridge piers 11 are in a Y shape. An reinforcing rod 18 is provided between any two adjacent bridge piers 11. The walkway framework 19 is arranged in an inclined curve shape on each bridge pier 11. The walkway slabs are laid on the walkway framework 19. A guardrail is provided at the edge of the walkway framework 19. The pedestrian passage 5 includes a plank road 51 and a connecting bridge 52. The connecting bridge 52 is used to connect the support platforms 3 of the steel structure main bodies of multiple towers. The plank road 51 is connected to the connecting bridge 52 and is used for pedestrians to access the connecting bridge 52 from the ground.

[0073] Specifically, as Figure 23 and 24 shown, the pedestrian passage 5 mainly includes bridge piers 11, a walkway framework 19 and walkway slabs. The bridge piers 11 are in a Y-shaped structure. The lower end of the bridge piers 11 is bolted to the embedded plate on the base 7. The embedded plate is a steel plate pre-welded to the internal steel bars of the base 7. The height of the bridge piers 11 is determined according to the height of the pedestrian passage 5. The height of the walkway framework 19 gradually increases, and the overall is distributed in an upward-inclined curve shape until it is connected to the support platform 3 of the tower. The walkway framework 19 is formed by two parallel steel columns. A number of reinforcing steel columns are connected in a serpentine shape between the two steel columns. The upper end of the bridge piers 11 is bolted to the two steel columns. Then the walkway slabs are laid on the walkway framework 19 so that pedestrians can access the support platform 3. A guardrail is provided at the edge of the walkway framework 19 to protect pedestrians. The pedestrian passage 5 mainly includes two parts. One part is the plank road 51 from the base 7 to the support platform 3, and the other part is the connecting bridge 52 that connects the three towers. The structure of the connecting bridge 52 is the same as that of the plank road 51, but the functions are different. To improve the stability of the pedestrian passage 5, a reinforcing rod 18 is connected between the bridge piers 11.

[0074] Furthermore, a canopy 10 is also provided on the side wall of the base 7. The canopy 10 includes a curved grid-shaped support framework and a PC board laid on the support framework. The support framework includes side beams 22, connecting rods 23 and struts 24. The side beams 22 are connected to the embedded blocks on the base 7. The connecting rods 23 are distributed along the extending direction of the side beams 22. At least one strut 24 is provided between any two adjacent connecting rods 23. The struts 24 and the connecting rods 23 intersect with each other to form a grid shape.

[0075] Specifically, as Figure 1 and 5As shown in the figure, a canopy 10 is connected to the side wall of the base 7. The design of the canopy 10 is changed according to the structure of the base 7 and the height of the terrain. The canopy 10 is mainly composed of a support skeleton and a PC board. The support skeleton mainly includes side beams 22, connecting rods 23, and support rods 24. The side beams 22 are connected to the embedded blocks in the base. At the same time, two side beams 22 are provided in the open area, one of which is connected to the side wall of the base 7. The connecting rods 23 are distributed along the extending direction of the side beams 22. One end of the connecting rod 23 is connected to the side beam 22, and the other end is connected to the side wall of the base 7 or the other side beam 22. Multiple support rods 24 are connected between the two connecting rods 23. In this way, the support rods 24 and the connecting rods 23 intersect with each other to form a grid-like shape, thus forming a grid-like skeleton, which can reduce the weight of the entire skeleton. Finally, the PC board is laid and fixed on the skeleton.

[0076] Embodiment 2

[0077] A construction method for a high-rise umbrella-shaped eccentric cantilever steel structure includes the following steps, as Figure 17 shown:

[0078] S1: Excavate a foundation pit with a designed size in the construction area, bind a suitable steel reinforcement cage and place it in the foundation pit. A support steel bracket with anchor bolts is welded in the steel reinforcement cage according to the design requirements. The threaded part of the exposed anchor bolts is wrapped with a protective layer, and concrete is poured to form the base 7.

[0079] Specifically, design according to the distribution, shape, and weight of the anchor bolts, calculate and review to determine the bearing capacity of the support steel bracket, and ensure the safety, stability, and deformation of the steel bracket meet the requirements.

[0080] When constructing the bottom cushion steel bar concrete, embed steel plates at the vertical projection position of the steel column base to be used for the positioning and fixing of the embedded bolt steel bracket.

[0081] According to the position of the positioning axis of each steel column determined by the positioning measurement; place the steel bracket system of the anchor bolts, align the positioning line of the steel bracket system with the measurement positioning point, and fix it with the embedded iron in the precast concrete. After the bracket is fixed, re-measure and position. Pop up the positioning center line on the top surface of the steel bracket for the accurate fixing of the anchor bolts.

[0082] On the fixed support steel bracket, place the anchor bolt positioning template according to the positioning line, adjust and accurately position it, then weld and fix it, and then insert the embedded bolts into the bolt holes of the positioning template.

[0083] After the steel bars are tied, accurately position and reinforce the position and elevation of the steel column embedded bolts again.

[0084] S2: Set the placement area of the hoisting crane. First, hoist the segmented inner cylinder 102 to the foundation 7 in sequence and connect it to the embedded part 25, and install the spiral staircase 6. Specifically, after the straight cylinder section components arrive at the site, hoist the components that have been sliced and segmented in the factory according to the drawing positions. Use a 130-ton truck crane to first hoist the inner cylinder 102 components and then hoist the spiral staircase 6. The spiral staircase 6 is spirally distributed along the length direction of the inner cylinder 102. During hoisting, it is necessary to lift the hook and turn the boom at the same time to make the steel column vertically leave the ground. After hoisting to the corresponding position, tighten the guy ropes in four directions, tighten the butt bolts, tighten the guy ropes, and spot-weld the butt joints.

[0085] After stabilization, continue to hoist other inner cylinder 102 columns. After completion, use a crane to hoist the arc beam to the corresponding position, and then use a vertical aerial platform vehicle (articulated boom lift) to weld the arc beam and the inner cylinder 102 components. First, install the inner cylinder 102 to a height of 5.3 m.

[0086] S3: Then hoist the segmented outer cylinder 101 to the foundation 7 in sequence and connect it to the embedded part 25 on the outside of the inner cylinder 102. The outer cylinder 101 is sleeved outside the inner cylinder 102, and the installation height of the outer cylinder 101 is the same as that of the inner cylinder 102. Specifically, install the first ring of X-shaped structures of the outer cylinder 101. The installation is carried out in a symmetric and cross-shaped installation method, which can ensure that the outer cylinder 101 is not prone to tilt.

[0087] S4: Then continue to install the inner cylinder 102 to the designed elevation of 13.25 m; then install the outer cylinder 101 step by step to the elevation of 13.25 m, and then continue to install the inner cylinder 102 to the highest position.

[0088] S5: Connect a plurality of inverted V-shaped members 12 circumferentially at the upper end of the outer cylinder 101. The plurality of inverted V-shaped members 12 are inclined outward and form the first section of the cantilever part 2. A temporary support is tied between each inverted V-shaped member 12 and the inner cylinder 102.

[0089] S6: Connect a plurality of first X-shaped members 13 circumferentially at the upper end of the first section. The plurality of first X-shaped members 13 are inclined outward and form the second section of the cantilever part 2, and the inclination angle is greater than that of the inverted V-shaped member 12. A temporary support is tied between each first X-shaped member 13 and the inner cylinder 102.

[0090] S7: Connect a plurality of second X-shaped members 14 circumferentially at the upper end of the second section. The plurality of second X-shaped members 14 are inclined outward and form the third section of the cantilever part 2, and the inclination angle is greater than that of the first X-shaped member 13. A temporary support is tied between each second X-shaped member 14 and the inner cylinder 102. The upper and lower ends of adjacent two second X-shaped members 14 are connected by circular tube column beams, and the third section is in a spiral shell shape.

[0091] S8: Connect several tie rods 9 along the upper edge position of the third section. The inclination angles of each tie rod 9 are different. A support platform 3 is erected on the several tie rods 9, and the elevation of the support platform 3 is 26.250 m.

[0092] S9: After the support platform 3 is erected, connect a plurality of third X-shaped members 15 circumferentially at the upper end of the third section. The plurality of third X-shaped members 15 are inclined outward and form the fourth section of the cantilever part 2, and the inclination angle is greater than that of the second X-shaped member 14. Finally, complete the installation and fixation of the remaining tie rods 9.

[0093] S10: A plurality of support columns 8 are distributed elliptically on the top surface of the support platform 3, and a top plate 4 is inclinedly installed on the tops of the plurality of support columns 8.

[0094] S11: Remove the round steel of the temporary support between the cantilever part 2 and the inner cylinder 102.

[0095] S12: Install the walkway 51, the connecting bridge 52 and the awning 10, and the construction is completed. Specifically, the installation sequences of the walkway 51 and the connecting bridge 52 are the same. First, fix the bridge piers 11 at the corresponding positions of the base 7, then fix the strengthening rods 18 between two adjacent bridge piers 11, then fix the walkway skeleton 19 on the tops of the bridge piers 11, and finally lay the walkway boards.

[0096] Furthermore, when installing the inner cylinder 102 and the outer cylinder 101, it is necessary to conduct installation positioning measurements on the steel columns and steel beams of the inner cylinder 102 and the steel column positioning measurement of the X-shaped members of the outer cylinder 101. At the same time, according to the construction steps of the tower steel structure main body, select key steps for construction simulation analysis. The construction simulation analysis is carried out using MIDAS to monitor whether the deformation amount of the steel structure during installation is within the design range. For example Figures 6-16As shown in the figure, the key steps are mainly as follows: after the installation of the straight cylinder section under the elevation is completed, the deformation value is 0.25 mm; after the installation of all sections of the inner cylinder 102 is completed, the deformation value is 0.55 mm; after the installation of the upward inverted V-shaped member 12 of the outer cylinder 101 is completed, the deformation value is 0.56 mm; after the installation of the first X-shaped member 13 on the outer cylinder 101 is completed, the deformation value is 1.77 mm; after the installation of the second X-shaped member 14 on the outer cylinder 101 is completed, the deformation value is 3.5 mm; after the installation of the tie rod 9 is completed, the deformation value is 4.7 mm; after the installation of the support platform 3, the deformation value is 6.5 mm; after the installation of the third X-shaped member 15 is completed, the deformation value is 34 mm; after the installation of the top plate 4 is completed, the deformation value is 34 mm; after the removal of the temporary support, the deformation value is 33 mm; after the pouring of concrete, the deformation value is 36 mm. It can be seen from the above simulation analysis of the construction process that when installing the outward inclined section of the reticulated shell of the outer cylinder 101, each "X" type section is connected to the upright inner cylinder 102 with a round steel with a diameter of 30 mm. The maximum deformation on the outside of the reticulated shell is 3.5 mm, which is a very small deformation and within the allowable range. After installing the support platform 3 above, the maximum deformation is 6.5 mm. At this time, the upright inner cylinder 102 and the reticulated shell of the outer cylinder 101 form an integral body. After removing the temporary round steel tie rod 9, the deformation hardly changes. The maximum deformation is the cantilever section of the reticulated shell of the outer cylinder 101. After the installation is completed, the downward deflection value is 34 mm. Therefore, when installing this cantilever section, a pre-arch of 40 mm is set at the root of the cantilever. The concrete pouring acts on the integral structure formed by the inner cylinder 102 and the outer cylinder 101, and the resulting deformation is very small and no measures need to be taken.

[0097] Specifically, after installing a group of steel columns, the elevation of the column top should be actually measured once, and it is determined whether to adjust according to the deviation value of the actually measured elevation. When the elevation deviation value ≤ 5 mm, only record without adjustment, and when it exceeds 5 mm, adjustment is required.

[0098] The adjustment method is as follows: if the elevation is too high, the corresponding error length must be cut off on the rear section of the column; if the elevation is too low, steel plates with corresponding thicknesses must be filled. The steel plates must be of the same material as the original steel column. In addition, the following two points need to be noted:

[0099] a The adjustment at one time should not be too large, generally limited to 5 mm, because too large an adjustment will bring about the complication of the node connection of other components and the installation difficulty.

[0100] b Since it is relatively troublesome to cut short the steel column, during construction, the elevation of the column top should be controlled within the negative tolerance as much as possible.

[0101] Installation technology of steel columns:

[0102] a Before installing the steel column, the elevation and axis of the next group of steel columns should be re-inspected. If the error exceeds the specification, it should be corrected immediately.

[0103] Before installation, the length, cross-section, warping, etc. of the steel columns shall be pre-inspected. Any problems found shall be reported to the technical department in time so that measures can be taken promptly.

[0104] Before installation, ladders, etc. shall be installed on the steel columns on the ground for high-altitude operations.

[0105] The steel column processing factory shall, as required, set temporary connecting ear plates 17 at both ends of the column. After the butt joint (referring to electric welding) of the steel columns is completed and passes the acceptance, the ear plates 17 shall be cut off.

[0106] Generally, two-point positioning and one-point hoisting are adopted for steel columns. The rotary straightening method is used for hoisting. Dragging the column at the root is strictly prohibited. The hoisting point is located at the column top.

[0107] After the steel column is installed in place, first adjust the elevation, then adjust the displacement, and finally adjust the vertical deviation. Repeat the above steps until the requirements are met.

[0108] Column-column connection: Install the connecting plate for fixation. There shall be no offset between the upper and lower columns, and then carry out alignment welding. The positioning axis of each group of columns shall be led from the ground control axis to the column top to ensure the correct installation of each section of the steel column and avoid excessive cumulative deviation; Key points for column-column installation alignment: Pre-inspection of relevant dimensions of the steel column; Pre-control of installation errors of factors affecting verticality: vertical deviation at the column top of the steel column, displacement, welding deformation, sunlight temperature, vertical alignment, and elastic compression, etc.; Column-column welding shrinkage value: t = 30mm, shrinkage value 1.7 - 2mm.

[0109] After the steel column is temporarily fixed, the installation of the steel beam shall be carried out immediately to form a stable frame structure. The installation sequence of the steel beam is as follows:

[0110] 1) Hoist the steel beam to the installation point and slowly lower it to make the beam in place smoothly. After the beam is aligned with the steel beam connecting plate, use drift pins to pierce holes for temporary alignment. Then move another connecting plate to the relative position and insert it into the drift pins. Tighten both ends of the beam to make it straight. At least 1 / 3 of the common bolts shall be inserted and temporarily tightened on both sides of the joint.

[0111] 2) The number of temporary bolts and drift pins used at each joint shall not be less than 1 / 3 of the total number of installation holes. There shall be no less than two sets of temporary bolts, and the number of drift pins shall not be more than 30% of the temporary bolts.

[0112] 3) Adjust the welding groove gap at both ends of the beam, and use a spirit level to correct the levelness of the steel beam and the upper flange of the bracket until it meets the design and specification requirements. Then tighten the temporary bolts and fasten the safety rope to the steel columns at both ends of the beam.

[0113] 4) After the installation of an independent unit of columns and frame beams is completed, the installation of secondary beams and small beams can be carried out.

[0114] 5) When installing any unit steel column and frame beam, the steel column must be corrected first. After the column-to-column frame beam is adjusted and corrected, tighten the installation bolts at each joint to ensure that the connecting plates at each joint fit well to meet the installation requirements for replacing high-strength bolts.

[0115] The elevation control of the steel columns in this project mainly measures and controls the elevation of the top of each section of the column. Due to the comprehensive influence of steel compression deformation, foundation settlement, and steel linear expansion deformation (△ = K × △t × H, where K is the linear expansion coefficient of steel), as the construction floor height increases, the difference between the actual elevation of the column top and the designed elevation will become larger and larger. Therefore, the designed elevation of the column top cannot be used as the standard for steel column elevation control. At this time, a comprehensive consideration of the foundation settlement observation and structural deformation calculation of the entire building is required to approximately obtain the actual target height that should be controlled at the top of each section of the steel column. The operation difficulty is relatively large. Therefore, it is determined that the steel column height is controlled by relative elevation.

[0116] To ensure that the designed elevation of the entire building is not affected, each elevation transfer starts from the elevation reference point, and the elevation of the column top for each hoisting is controlled according to the designed height.

[0117] The main method for steel column elevation control: Using a total station and the principle of trigonometric leveling, measure the elevation of the top of each section of the column. According to the magnitude of the measured elevation deviation value, when hoisting the upper section of the steel column, pad and cut the lining board to raise and lower the elevation of the upper section of the steel column. The allowable elevation deviation is +5~-5mm, and the internal control target is +3~-3mm. The specific method of trigonometric leveling is as follows: First, transfer the elevation reference point to the measuring station on the construction operation layer. Set up the total station at the measuring station, place a small prism on the installed column top, and use the principle of trigonometric leveling: H = H₀ + △h (H is the column top elevation, H₀ is the measuring station elevation, and △h is the elevation difference between the measuring station and the column top). The control target for floor height deviation is ±5mm. When the inter-story height deviation exceeds the limit, the elevation of the upper section of the steel column can be adjusted by padding with a backing plate or cutting the lining board to control the elevation of the steel column.

[0118] After the column bottom is in place and the elevation of the column bottom is corrected, the theodolite can be used to check the verticality. The method is to aim at the center point on the side of the steel column top with the theodolite in two mutually perpendicular directions of the column body, and then compare the difference between the projection point of this center point and the corresponding column side center point at the column bottom, which is the deviation value of the verticality of the steel column in this direction. Its value should be H / 1000 and the absolute deviation ≤ ±10 mm. Since the height of the steel column is generally about 12 m, the deviation value δ of the verticality of a single-section steel column after correction should not be greater than 10 mm. When the line of sight is blocked, the instrument can be deviated from its axis, but the deviation angle should not be greater than 15 degrees. The steel columns in this project are mainly circular columns and square columns. After the column is hoisted in place, the total station is set up on a plane with an open view for large-area observation. During the column correction process, the small prism is placed at the four corners of the column top to measure each point one by one until the difference between the designed coordinate value of the column and the coordinate measured by the instrument is consistent. This method can meet the accuracy requirements of super high-rise buildings. Before installing the circular steel column, punch steel holes at the column top and column foot along the vertical direction of the column center line with a center punch. For centering and controlling the verticality.

[0119] Steel column axis measurement control method: As Figure 19 shown, total station + small prism direct observation. According to the site visibility conditions, select the best position to set up the total station. After the steel column is hoisted, calculate the designed coordinates of each steel column and the coordinate relationship between this observation point and the total station setup point, and record the parameters. Set up the total station at the selected measurement observation point. According to the calculation results. Combine the meteorological values of the day to set the coordinate parameters and meteorological adjustment values. After ensuring accuracy, aim at the small prism respectively to obtain the measured three-dimensional coordinates of the component's spatial position. Compare the measured coordinates of each point with the designed coordinate values of this point to obtain the axis deviation and distortion value of the steel column, and then use a chain hoist and a jack to correct the verticality of the steel column within the allowable range of the specification.

[0120] For the hoisting of steel columns above the second section, first, align the joints of the columns with each other. After the truck crane loosens the hook, use the total station to control the verticality of the three-dimensional coordinate points. When correcting the verticality of the upper section of the steel column, consider the deviation δ of the lower section of the steel column relative to the axis. After correction, the deviation of the upper column top relative to the lower column top is -δ, so that the column top returns to the deviation range allowed by the design or specification to ensure the installation accuracy of the column-to-column and diagonal braces. After the column and beam installation of the tower in layers and sections and in a block area is completed, the steel columns in this area need to be measured and corrected as a whole; for local dimensional deviations, use a jack or a chain hoist to tighten, close or push open for adjustment. After correction, tighten the high-strength bolts.

[0121] Analysis and pre-control of the influence of sunlight and welding deformation on the perpendicularity deviation of steel columns; since sunlight shines on one side of the steel column, the steel column will have an additional inclined displacement towards the side away from the light. At this time, the steel column can be pre-deviated according to the following theoretical formula ⊿=a×t×L / 2D (where ⊿: the displacement value generated at the top of the column due to temperature difference; a: the linear expansion coefficient of steel; ⊿t: the temperature difference between the two sides of the column; L: the length of the steel column, D: the thickness of the column), and the pre-deviation direction is opposite to the direction of sunlight.

[0122] Analysis and pre-control of the influence of steel column welding shrinkage deformation. After the steel column is corrected, when the perpendicularity and axis position of the steel column are corrected correctly, if the influence of welding shrinkage is not considered, large welding deformation often occurs. Construction experience shows that when the thickness of the steel plate is more than 50mm, the shrinkage of the beam-column weld is generally about 2mm, and the shrinkage of the column-column weld is generally about 3.5mm. The displacement value of the column top perpendicularity caused by welding for each section of the column is about 2.5mm. Therefore, when measuring and correcting, except for the central column, especially the edge columns should consider the welding deformation to pre-control the steel column, including the influence of welding shrinkage on the elevation of the steel column should also be pre-controlled.

[0123] The method of pre-controlling welding shrinkage deformation is as follows Figure 20 As shown, weld a furring strip 20 on each side of the steel column along the butt joint up and down. Set the size and vertical spacing of the furring strip 20 according to the size of the dial indicator 21 and to meet the needs of welding operation while monitoring. Place the dial indicators 21 symmetrically on the corresponding lower furring strips 20 on both sides of the column to be welded first. Adjust the tungsten steel needle of the dial indicator 21 to be tightly pressed against the upper furring strip 20, fix the knob, record the initial reading of the dial indicator 21 at this time, and then start the welding preparation. During the welding process, observe the readings on the dials of the dial indicators 21 regularly, compare the difference between the readings of the two dials, calculate the pre-control value of the welding deformation caused by asymmetric welding of the steel column. According to Figure 21 As shown, the following displacement formula is obtained through calculation: Δ=(Δs2-Δs1)×L / D.

[0124] Deformation analysis: Under normal circumstances, the displacement of the column top caused by symmetric welding of the steel column is generally ≤2.5mm. When monitoring the welding deformation of the steel column, the difference between the readings of the two dials does not exceed ±0.25mm (the measurement accuracy of the dial indicator 21 is 0.001mm). Therefore, when the difference between the readings exceeds this range, it means that the welding deformation is too large. At this time, the welding operator can be prompted to re-adjust the welding sequence, so as to achieve the purpose of real-time monitoring of the welding deformation.

[0125] Regarding the measurement of the steel column of the outer cylinder 101 X-shaped member, as Figure 22 shown:

[0126] (1)Elevation control and adjustment of steel columns: Mainly based on the elevation reference point, measure the elevation of the top of the lower column section. According to the magnitude of the elevation deviation value of the lower column section, when hoisting the steel column of this section, adjust the elevation deviation of the steel column of this section by increasing or decreasing the weld gap between the joints of the steel column in combination with the actual length of the steel column of this section. In order to accurately control the elevation deviation of the inclined steel column, calculate the theoretical elevations of the four corner points at each joint of the steel column, and use the total station plus a small prism to measure the actual elevation at this point based on the principle of trigonometric leveling.

[0127] (2)Correction of the torsional deviation of steel columns: The torsional deviation of steel columns occurs during the manufacturing and installation processes. The adjustment method is to insert shims of a certain thickness on different sides of the ear plates 17 of the upper column and the lower column, and clamp the connecting plate of the temporary joint of the column head. If this method cannot be adjusted, install a self-made "L"-shaped correction steel plate on the side of the steel column wing plate, and use a jack to push the butt joint part of the upper and lower columns in the opposite direction to make it twist. The torsion of the steel column can only be adjusted by 3 mm each time. If the deviation is too large, it can only be adjusted in batches. After the steel column is in place and the elevation of the column top is corrected, the total station can be used to correct the verticality of the steel column.

[0128] (3)Inclination and axis correction: The method for correcting the inclination of an inclined steel column is basically the same as that of a vertical steel column. The measurement method is that the surveyors first calculate the inclination of the steel column and the column top coordinates of the inclined steel column. The total station is used for measurement and correction to control the inclination of the steel column and the column top axis coordinates.

[0129] Set up the total station at the doorway of the core tube, determine the coordinates of the measuring station through resection or polar coordinate intersection methods, and then use the cooperation of the total station and a micro-reflection prism to measure the column top coordinates of the inclined steel column. Subtract the measured coordinates from the theoretical coordinates to calculate the axis deviation, and subtract the measured coordinates of the column top of this section from the measured coordinates of the column top of the lower section to calculate the inclination deviation value of the inclined steel column.

[0130] Furthermore, as the main structure of the tower steel structure is gradually constructed layer by layer, divide the construction area by layer, and carry out on-site anti-corrosion coating construction in a crosswise manner from bottom to top. Each construction area is coated layer by layer from top to bottom in the vertical direction and from the middle to both sides in the horizontal direction.

[0131] The above is only a preferred embodiment of the present invention, and it does not impose any form of limitation on the present invention. Based on the technical essence of the present invention, within the spirit and principle of the present invention, any simple modification, equivalent replacement, and improvement made to the above embodiments still fall within the protection scope of the technical solution of the present invention.

Claims

1. A high-rise umbrella-shaped eccentric cantilever steel structure, characterized in that It includes a tower steel structure main body arranged on a ground base (7). The tower steel structure main body includes a support part (1) fixed on an embedded part (25) in the base (7) and a cantilever part (2) located on the support part (1). The support part (1) includes an inner tube (102) and an outer tube (101). The inner tube (102) is located inside the outer tube (101). The outer tube (101) extends circumferentially outward to form an umbrella-shaped cantilever part (2). The cantilever part (2) is eccentrically arranged. Above the cantilever part (2), there is a support platform (3) connected to the inner tube (102). Above the support platform (3), there is an inclined top plate (4). The upper end of the inner tube (102) penetrates through the top plate (4). On the base (7), there is a pedestrian passage (5) communicating with the support platform (3). A spiral staircase (6) that can reach the support platform (3) is fixed between the inner tube (102) and the outer tube (101). The cantilever part (2) is formed by connecting a first section, a second section, a third section, and a fourth section whose center of gravity gradually shifts outward. The first section is formed by a plurality of inverted V-shaped members (12) being inclined and fixed circumferentially at the top of the outer tube (101). The second section is formed by a plurality of first X-shaped members (13) being inclined and fixed circumferentially at the top of the first section. The third section is formed by a plurality of second X-shaped members (14) being inclined and fixed circumferentially at the top of the second section. The fourth section is formed by a plurality of third X-shaped members (15) being inclined and fixed circumferentially at the top of the third section. The angles between the inverted V-shaped members (12), the first X-shaped members (13), the second X-shaped members (14), and the third X-shaped members (15) and the horizontal plane gradually decrease.

2. The high-rise umbrella-shaped eccentric cantilever steel structure according to claim 1, characterized in that The inner tube (102) is a dense column frame tube structure composed of multiple box-shaped steel columns (16). The outer tube (101) is a quadrilateral grid structure composed of multiple box-shaped steel columns (16) intersecting obliquely. Both the outer tube (101) and the inner tube (102) are connected to the embedded part (25) through column base plates.

3. The high-rise umbrella-shaped eccentric cantilever steel structure according to claim 2, characterized in that, The embedded part (25) includes anchor bolts and a support steel bracket. The anchor bolts are installed at the four corners of the support steel bracket, and the support steel bracket is welded to the steel bars in the base (7).

4. A high-rise umbrella-shaped eccentric cantilever steel structure according to claim 1, characterized in that The cantilever part (2) and the support platform (3) are supported and connected through a number of column-shaped tie rods (9). A number of support columns (8) are annularly distributed between the top plate (4) and the support platform (3). The middle part of the top plate (4) has a passage allowing the inner tube (102) to pass through.

5. A high-rise umbrella-shaped eccentric cantilever steel structure according to claim 1, characterized in that The pedestrian passage (5) includes multiple bridge piers (11), a walkway skeleton (19), and a number of walkway plates. The bridge piers (11) are fixedly connected to the embedded plates on the base (7). The bridge piers (11) are in a Y shape. An intensifying rod (18) is provided between any two adjacent bridge piers (11). The walkway skeleton (19) is arranged in an inclined curve shape on each bridge pier (11). The walkway plates are laid on the walkway skeleton (19). A guardrail is provided along the edge of the walkway skeleton (19). The pedestrian passage (5) includes a plank road (51) and a connecting bridge (52). The connecting bridge (52) is used to connect the support platforms (3) of multiple tower steel structure main bodies. The plank road (51) is connected to the connecting bridge (52) and is used for pedestrians to lead from the ground to the connecting bridge (52).

6. The high-rise umbrella-shaped eccentric cantilever steel structure according to claim 1, characterized in that, A canopy (10) is further provided on the side wall of the base (7). The canopy (10) includes a curved grid-shaped support framework and a PC board laid on the support framework. The support framework includes side beams (22), connecting rods (23) and struts (24). The side beams (22) are connected to the embedded blocks on the base (7). The connecting rods (23) are distributed along the extending direction of the side beams (22). At least one strut (24) is provided between any two adjacent connecting rods (23). The struts (24) and the connecting rods (23) cross each other to form a grid shape.

7. A construction method for a high-rise umbrella-shaped eccentric cantilever steel structure according to any one of claims 1-6, characterized in that, It includes the following steps: S1: Excavate a foundation pit with a designed size within the construction area, bind a matching steel reinforcement cage and place it in the foundation pit. Install a support steel bracket with anchor bolts and weld it inside the steel reinforcement cage according to the design requirements. Wrap the exposed threaded part of the anchor bolts with a protective layer, and pour concrete to form the base (7); S2: Set the placement area of the crane. First, hoist the segmented inner cylinder (102) onto the base (7) in sequence and connect it to the embedded parts (25), and install the spiral staircase (6); S3: Then hoist the segmented outer cylinder (101) onto the base (7) in sequence and connect it to the embedded parts (25) on the outside of the inner cylinder (102). The outer cylinder (101) is sleeved outside the inner cylinder (102), and the installation height of the outer cylinder (101) is the same as that of the inner cylinder (102); S4: Then continue to install the inner cylinder (102) to the designed elevation position; S5: Connect a plurality of inverted V-shaped members (12) circumferentially at the upper end of the outer cylinder (101). The plurality of inverted V-shaped members (12) are arranged obliquely outward and form the first section of the cantilever part (2). A temporary support is tied between each inverted V-shaped member (12) and the inner cylinder (102); S6: Connect a plurality of first X-shaped members (13) circumferentially at the upper end of the first section. The plurality of first X-shaped members (13) are arranged obliquely outward and form the second section of the cantilever part (2), and the inclination angle is greater than that of the inverted V-shaped member (12). A temporary support is tied between each first X-shaped member (13) and the inner cylinder (102); S7: Connect a plurality of second X-shaped members (14) circumferentially at the upper end of the second section. The plurality of second X-shaped members (14) are arranged obliquely outward and form the third section of the cantilever part (2), and the inclination angle is greater than that of the first X-shaped member (13). A temporary support is tied between each second X-shaped member (14) and the inner cylinder (102). The upper and lower ends of two adjacent second X-shaped members (14) are connected by circular tube column beams, and the third section is in a spiral shell shape; S8: Connect several tie rods (9) along the upper edge position of the third section. The inclination angle of each tie rod (9) is different, and a support platform (3) is erected on the several tie rods (9); S9: Connect a plurality of third X-shaped members (15) circumferentially at the upper end of the third section. The plurality of third X-shaped members (15) are arranged obliquely outward and form the fourth section of the cantilever part (2), and the inclination angle is greater than that of the second X-shaped member (14); S10: A plurality of support columns (8) are distributed elliptically on the top surface of the support platform (3), and a top plate (4) is installed obliquely on the top of the plurality of support columns (8); S11: Remove the temporary support between the cantilever part (2) and the inner tube (102); S12: Install the walkway (51), the connecting bridge (52) and the canopy (10), and the construction is completed.

8. The construction method of a high-rise umbrella-shaped eccentric cantilever steel structure according to claim 7, characterized in that, When installing the inner tube (102) and the outer tube (101), it is necessary to measure the installation position of the steel columns and steel beams of the inner tube (102) and the steel column positioning of the X-shaped members of the outer tube (101). At the same time, according to the construction steps of the main body of the tower steel structure, key steps are selected for construction simulation analysis. The construction simulation analysis is carried out using MIDAS to monitor whether the deformation of the steel structure during installation is within the design range.

9. The construction method of a high-rise umbrella-shaped eccentric cantilever steel structure according to claim 7, characterized in that, The main body of the tower steel structure is gradually constructed layer by layer. The construction area is divided by layer, and the on-site anti-corrosion coating construction is carried out crosswise from bottom to top in turn. Each construction area is coated layer by layer from top to bottom in the vertical direction and from the middle to both sides in the horizontal direction.

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