Steel box combined shear wall core tube and outer steel frame cantilever structure construction method

Abstract

The invention provides a construction method of a steel box combined shear wall core tube and an outer steel frame cantilever structure, which comprises the following steps: when a main body structure of the shear wall core tube and the outer steel frame structure is built to a cantilever structure floor, concrete is poured in the main body structure and at a corresponding floor; after the main body structure is constructed upwards section by section till preset conditions are met, multiple cantilever structures are constructed on the main body structure; and quality acceptance inspection is conducted on the multi-time cantilever structure, so that construction of the steel box shear wall core tube and the outer steel frame structure is completed. By means of the method, ground splicing and overall hoisting can be conducted on a multi-time cantilever structure of the cantilever beam, the high-altitude correction and welding amount is reduced, the construction speed is increased, and the installation efficiency is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of steel structures, and more specifically, to a construction method for a steel box combined shear wall core tube and an outer steel frame cantilever structure. Background Art

[0002] With the continuous development of super high-rise buildings, more and more super high-rise buildings adopt the structural system of multi-cavity steel box combined shear wall core tube-external steel frame. Multi-cavity steel box combined shear wall has the advantages of no formwork, shortened construction period, improved concrete utilization coefficient, convenient construction, etc. Its advantages determine that its application in the core tube of super high-rise buildings will be more and more. Due to the needs of modeling, some floors of super high-rise buildings usually adopt a multi-cantilever structure, that is, first use a cantilever truss as a primary cantilever structure, and then set up a secondary cantilever, a tertiary cantilever and other multiple cantilever structures on the basis of the cantilever truss by setting a cantilever beam, so that the entire periphery can achieve an ultra-long cantilever modeling effect.

[0003] At present, the installation of cantilever trusses is generally installed gradually upward along with the main structure. The installation of multiple cantilever structures of peripheral cantilever beams generally adopts the method of first hoisting the previous cantilever main beam and temporarily fixing it on the upper structure with a fall chain, and then hoisting the secondary beam. After the high-altitude welding of the previous cantilever structure is completed to form a rigid connection, the same plan is used to gradually hoist the subsequent cantilever structures.

[0004] However, for the structural system of multi-cavity steel box combined shear wall core tube-external steel frame, concrete needs to be poured inside. Due to the heavy weight of the multiple cantilever structure, before installation, the concrete inside the corresponding multi-cavity steel box shear wall, the concrete inside the outer frame steel column and the floor slab concrete must reach the specified 100% strength, otherwise, the structure will be at risk. It takes 28 days for the concrete to reach 100% strength after pouring. If the conventional construction method is used to gradually install it upward with the main structure, it will seriously affect the construction period. And if the cantilever truss external cantilever beam multiple cantilever structure is constructed according to the conventional method, each cantilever beam in the cantilever structure needs to be set with a fall chain on the upper structure, and before the next cantilever is hoisted, the previous cantilever structure needs to be fully welded to form a rigid connection. In summary, if the conventional construction method is used, there are problems such as long construction period, complicated and cumbersome procedures, large amount of high-altitude welding, many hoisting hooks, and long tower crane occupancy time.

[0005] Therefore, it is urgent to design a construction method suitable for multiple cantilever structures of super-high-rise multi-cavity steel box combined shear wall core tube-external steel frame structure system to solve the problems existing in the prior art. Summary of the invention

[0006] In view of the above problems, the purpose of the present invention is to provide a construction method for a steel box combined shear wall core tube and an outer steel frame cantilever structure to solve the construction difficulties existing in the existing multiple cantilever structures.

[0007] The method for constructing a steel box combined shear wall core tube and an outer steel frame cantilever structure provided by the present invention comprises: when constructing the main structure of the shear wall core tube and the outer steel frame structure to the cantilever structure floor, pouring concrete inside the main structure and at the corresponding floor slab;

[0008] After the main structure is constructed upwards section by section until the preset conditions are met, multiple cantilever structures are constructed on the main structure;

[0009] The multiple cantilever structures are subjected to quality inspection to complete the construction of the steel box shear wall core tube and the outer steel frame structure.

[0010] In addition, an optional technical solution is that the preset condition is that the strength of the concrete in the stress-bearing steel box shear wall corresponding to the floor where the multiple cantilever structures are located, the concrete in the external steel frame structure, and the corresponding floor slab concrete meets the preset requirements.

[0011] In addition, an optional technical solution is that the construction process of the multiple cantilever structures includes:

[0012] Carry out the construction of cantilever trusses and connecting steel beams between cantilever trusses;

[0013] Based on the preset docking device, the multiple cantilever structures of the peripheral cantilever beams of the cantilever truss are hoisted, and the multiple cantilever structures of the peripheral cantilever beams are docked with the connecting steel beams at high altitude.

[0014] In addition, an optional technical solution is that the single truss of the cantilever truss and the multiple cantilever structures of the outer cantilever beams are all assembled on the ground and constructed by overall hoisting.

[0015] In addition, an optional technical solution is that the docking device includes an H-shaped steel, a notch provided on the H-shaped steel, and a jack provided in the notch; wherein,

[0016] The H-shaped steel is welded and fixed to the upper flange of the multiple cantilever structure of the peripheral cantilever beam on the ground.

[0017] In addition, an optional technical solution is to measure the coordinates of the docking interface of the connecting steel beam by a total station;

[0018] The docking interface position of the outer cantilever beam multiple cantilever structure on the ground is adjusted according to the docking interface coordinates, and the upper and lower flanges of the main beam of the outer cantilever beam multiple cantilever structure are welded and fixed, while the secondary beams other than the main beam are not welded temporarily;

[0019] Weld the docking device to the upper flange of all steel beams, and make the steel beams and the main beams at the same height;

[0020] The multiple cantilever structures of the outer cantilever beams are hoisted.

[0021] In addition, an optional technical solution is that when the outer cantilever beam multiple cantilever structures are hoisted, it also includes:

[0022] First, adjust the docking interface of the main beam, and place the steel beam plates of all the main beams and secondary beams on the upper flanges of the corresponding corbels, and at the same height as the corbels;

[0023] The connecting weld between the mating device and the secondary beam is opened by carbon arc gouging, so that the left and right states of the secondary beam can be adjusted.

[0024] In addition, an optional technical solution is that the notches are distributed in pairs, and a pair of the notches are correspondingly distributed on both sides of the secondary beam;

[0025] The jacks are arranged opposite to each other in a pair of the slots and are used to adjust the position of the secondary beam;

[0026] After the position of the secondary beam is determined, the upper flange and the lower flange of the secondary beam are welded and fixed.

[0027] In addition, an optional technical solution is that the multiple cantilever structures of the peripheral cantilever beams are hoisted by four points, and the hoisting points include two main hoisting points and two secondary hoisting points; wherein,

[0028] The main suspension points are connected by steel wire ropes, and the secondary suspension points are connected by a combination of steel wire ropes and fall chains.

[0029] On the other hand, the present invention also provides a steel box shear wall core tube and outer steel frame structure, which are formed using the above-mentioned steel box shear wall core tube and outer steel frame structure construction method.

[0030] Utilizing the steel box shear wall core tube and outer steel frame structure and the construction method thereof, the main structure of the shear wall core tube and the outer steel frame structure is first constructed, and when the floor where the cantilever structure needs to be set is reached, concrete is poured inside the main structure and at the corresponding floor slab. At this time, the main structure can continue to be constructed upwards, and when the preset conditions are met, multiple cantilever structures can be constructed on the main structure, which can realize flow construction, shorten the overall construction period, and improve construction efficiency.

[0031] In order to achieve the above and related purposes, one or more aspects of the present invention include the features that will be described in detail later. The following description and the accompanying drawings describe some exemplary aspects of the present invention in detail. However, these aspects indicate only some of the various ways in which the principles of the present invention can be used. In addition, the present invention is intended to include all these aspects and their equivalents. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] By referring to the following description in conjunction with the accompanying drawings, and with a more comprehensive understanding of the present invention, other objects and results of the present invention will become more clear and easy to understand. In the accompanying drawings:

[0033] Figure 1 It is a flow chart of a construction method of a steel box shear wall core tube and an outer steel frame structure according to an embodiment of the present invention;

[0034] Figure 2 Schematic diagram of a steel box shear wall core tube and an outer steel frame structure according to an embodiment of the present invention;

[0035] Figure 3 It is a schematic diagram of the steel box shear wall core tube and the outer steel frame main structure being constructed upward until the preset conditions are met according to an embodiment of the present invention;

[0036] Figure 4 is a structural schematic diagram of a cantilever truss according to an embodiment of the present invention;

[0037] Figure 5 A schematic diagram of the structure of connecting steel beams between cantilever trusses according to an embodiment of the present invention;

[0038] Figure 6 is a schematic structural diagram of a docking device according to an embodiment of the present invention;

[0039] Figure 7 is a schematic diagram of a multi-cantilever structure of a peripheral cantilever beam according to an embodiment of the present invention;

[0040] Figure 8 It is a schematic diagram of hoisting the multi-cantilever structure of the peripheral cantilever beam according to an embodiment of the present invention;

[0041] Fig. 9 It is a principle diagram of the correction and matching of the multi-cantilever structure of the peripheral cantilever beam according to an embodiment of the present invention;

[0042] Fig.10 It is a schematic diagram of the structure after the docking device according to an embodiment of the present invention is dismantled.

[0043] The reference numerals in the drawings are: shear wall 1, outer frame steel column 2, main structure 3, cantilever truss 4, connecting steel beam 5, matching device 6, notch 7, jack 8, Ma board 9, outer cantilever structure 10, secondary beam 11, fall chain 12, main beam 13.

[0044] The same reference numerals throughout the drawings indicate similar or corresponding features or functions. DETAILED DESCRIPTION

[0045] In the following description, for the purpose of illustration, in order to provide a comprehensive understanding of one or more embodiments, many specific details are set forth. However, it is apparent that these embodiments may also be implemented without these specific details. In other examples, for ease of describing one or more embodiments, known structures and devices are shown in the form of block diagrams.

[0046] In the description of the present invention, it is to be understood that the terms “center”, “longitudinal”, “lateral”, “length”, “width”, “thickness”, “up”, “down”, “front”, “back”, “left”, “right”, “vertical”, “horizontal”, “top”, “bottom”, “inside”, “outside”, “clockwise”, “counterclockwise”, “axial”, “radial”, “circumferential”, etc., indicating orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.

[0047] It will be understood by those skilled in the art that, unless otherwise stated, the singular forms "a", "an", "said" and "the" used herein may also include plural forms. It should be further understood that the term "comprising" used in the specification of the present invention refers to the presence of the features, integers, steps, operations, elements and / or components, but does not exclude the presence or addition of one or more other features, integers, steps, operations, elements, components and / or groups thereof. It should be understood that the term "and / or" used herein includes any unit and all combinations of one or more associated listed items.

[0048] It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as those generally understood by those skilled in the art in the art to which the present invention belongs. It should also be understood that terms such as those defined in common dictionaries should be understood to have meanings consistent with the meanings in the context of the prior art, and will not be interpreted with idealized or overly formal meanings unless defined as herein.

[0049] In order to describe in detail the steel box shear wall core tube and the outer steel frame structure construction method in the present invention, the specific embodiments of the present invention will be described in detail with reference to the accompanying drawings.

[0050] Figure 1 The schematic flow chart of the construction method of the steel box shear wall core tube and the outer steel frame structure according to an embodiment of the present invention is shown.

[0051] like Figure 1 As shown, the construction method of the steel box shear wall core tube and the outer steel frame structure of the embodiment of the present invention at least includes the following steps:

[0052] S100: When constructing the main structure of the shear wall core tube and the external steel frame structure to the cantilever structure floor, pour concrete inside the main structure and at the corresponding floor slab.

[0053] Among them, the main structure of the shear wall core tube and the external steel frame structure is built first. The main structure includes the core tube, shear wall and external steel frame. When the main structure is constructed to the floor where a cantilever structure is required, concrete pouring operations are carried out. Concrete is poured inside the shear wall and the external steel frame, and the corresponding floor slabs are also constructed and poured with concrete in a timely manner. During this process, the cantilever structure is not installed for the time being.

[0054] S200: After the main structure is constructed upwards section by section until preset conditions are met, multiple cantilever structures are constructed on the main structure.

[0055] Among them, the preset condition is that the strength of the concrete in the stressed steel box shear wall corresponding to the floor where the multiple cantilever structures are located, the concrete in the external steel frame structure, and the corresponding floor slab concrete reaches the preset requirements. Among them, after step S100, the main structure is constructed upward in sections for about 28 days. After the concrete at each location reaches a fixed 100% strength, the construction of multiple cantilever structures can be carried out, so that the entire steel structure forms a flow construction.

[0056] Specifically, the construction process of the multiple cantilever structure further includes: S201: constructing the cantilever truss and the connecting steel beams between the cantilever trusses; S202: hoisting the multiple cantilever structures of the peripheral cantilever beams of the cantilever truss based on the preset docking device, and docking the multiple cantilever structures of the peripheral cantilever beams with the connecting steel beams at high altitude. Among them, the single truss of the cantilever truss and the multiple cantilever structures of the peripheral cantilever beams are assembled on the ground and hoisted as a whole, which can reduce the amount of high-altitude correction and welding, speed up the construction speed, and improve the installation efficiency and safety.

[0057] In addition, since multiple cantilever steel beam interfaces need to be accurately docked at one time when the connecting steel beams of the cantilever trusses of the peripheral cantilever beams are docked at high altitude, in a specific embodiment of the present invention, a special accurate docking device is provided, which may include an H-shaped steel, a notch provided on the H-shaped steel, and a jack provided in the notch; wherein the H-shaped steel is welded and fixed to the upper flange of the multiple cantilever structures of the peripheral cantilever beams on the ground, and the notch may be provided on the left and right sides of the secondary beams except for the two main beams of the cantilever beam, for placing jacks so as to adjust the position of each secondary beam by the jacks.

[0058] Among them, the notches are distributed in pairs, and a pair of notches are correspondingly distributed on both sides of the secondary beam, and the jacks are relatively arranged in the pair of notches to adjust the position of the secondary beam; after the position of the secondary beam is determined, the upper flange and the lower flange of the secondary beam can be welded and fixed.

[0059] In a specific embodiment of the present invention, first, the coordinates of the docking interfaces of the connecting steel beams are measured by a total station; the docking interface positions of the multiple cantilever structures of the peripheral cantilever beams on the ground are adjusted according to the docking interface coordinates, and the upper and lower flanges of the main beams of the multiple cantilever structures of the peripheral cantilever beams are welded and fixed, while the secondary beams other than the main beams are not welded for the time being; then, the docking devices are welded to the upper flanges of all steel beams so that all steel beams are at the same height; finally, the multiple cantilever structures of the peripheral cantilever beams are hoisted.

[0060] Specifically, when the multiple cantilever structures of the peripheral cantilever beams are assembled on the ground, all high-strength bolts of the remaining peripheral cantilever structure areas except the secondary cantilever beams that need to be matched at high altitude are finally tightened on the ground, and all welding parts are welded and passed the flaw detection. Then, the actual docking interface coordinates are measured at high altitude with a total station, and the position of the docking interface of the secondary cantilever beam on the ground is adjusted according to the measured coordinate points, and then the bolts in the secondary cantilever area are tightened, and the upper and lower flanges corresponding to the two main beams in the secondary cantilever area are welded, and the upper and lower flanges of the remaining steel beams are not welded for the time being, so as to adjust the docking at high altitude.

[0061] Among them, Ma plates are set on the flanges of all the mating positions of the multiple cantilever structures of the peripheral cantilever beams. When the multiple cantilever structures of the peripheral cantilever beams are hoisted, it also includes: first adjusting the docking port of the main beam, placing the steel beam Ma plates of all the main beams and secondary beams on the upper flanges of the corbels at the corresponding positions, and at the same height as the corbels; opening the connecting weld between the mating device and the secondary beam by carbon arc gouging, so that the left and right state of the secondary beam can be adjusted.

[0062] As an example, the docking device can be placed on the upper flange of the secondary cantilever butt-jointed steel beam and welded to the upper flange of all the secondary cantilever area steel beams. Since the two main beams have been rigidly connected and fixed, the docking device is then welded to the remaining steel beams to ensure that the remaining cantilever beams are at the same height as the two main beams. Then the worker uses a carbon arc gouging to open the connecting welds between the docking device and the remaining steel beams except the two main beams, so that the steel beams can be restored to a free state on the left and right, and can be fine-tuned on the left and right. The welds between the remaining two main beams and the docking device are still retained. The worker places the jack in the notch and uses the jack to adjust the steel beam left and right. After the steel beam is adjusted to the docking, it is fixed by bolts and upper and lower flanges. Finally, the docking device is removed to complete the overall construction of the cantilever structure.

[0063] In the construction method of the embodiment of the present invention, the multiple cantilever structures of the outer cantilever beams are hoisted at four points, and the hoisting points include two main hoisting points and two secondary hoisting points; wherein the main hoisting points are connected by steel wire ropes, and the secondary hoisting points are connected by a combination of steel wire ropes and fall chains, and high-altitude adjustable arching is achieved through the fall chains.

[0064] S300: Conduct quality inspection on the multiple cantilever structures to complete the construction of the steel box shear wall core tube and the external steel frame structure.

[0065] Among them, after the construction of multiple cantilever structures is completed, quality acceptance will be carried out. If the quality is qualified, the construction of the steel box shear wall core tube and the external steel frame structure will be confirmed to be completed.

[0066] As a specific example, Figures 2 to 10 The overall or partial construction schematic structures of the steel box shear wall core tube and the outer steel frame structure according to the embodiments of the present invention are shown from different angles.

[0067] like Figure 2 and Fig.10 As shown together, the construction method of the steel box shear wall core tube and the outer steel frame structure of the embodiment of the present invention includes:

[0068] 1. When the main structure of the shear wall core tube and the external steel frame structure, i.e. the multi-cavity steel box shear wall core tube-external steel frame structure, is constructed to the multiple cantilever structure floor, the internal concrete of this section of the multi-cavity steel box shear wall 1 and the outer frame steel column (or outer frame column) 2 shall be poured in time, and the corresponding floor slab shall also be constructed and poured with concrete in time. At this time, the primary cantilever structure of the cantilever truss and the multiple cantilever structures of the outer cantilever beam shall not be installed for the time being.

[0069] 2. Then the main structure 3 of the multi-cavity steel box shear wall core tube-external steel frame structure is constructed upward section by section until 28 days later. After the concrete in the multi-cavity steel box shear wall 1, the concrete in the outer frame steel column 2 and the floor slab concrete that bear the corresponding forces of the multiple cantilever structure floors reach the specified 100% strength, multiple cantilever structures are constructed to form a continuous construction of the entire steel structure.

[0070] 3. First, construct the cantilever truss 4. For a single cantilever truss, use the ground assembly and overall hoisting method. After the cantilever truss 4 is installed, construct the connecting steel beams 5 between the cantilever trusses.

[0071] 4. For multiple cantilevering of the outer cantilever beams of the cantilever truss, ground assembly and overall lifting method are adopted.

[0072] 5. When the cantilever beam multiple cantilever structures are connected to the cantilever truss steel beam 5 at high altitude, multiple cantilever steel beam interfaces need to be accurately docked at one time. Therefore, a docking device 6 is used. The docking device 6 is set near the beam end of the cantilever beam multiple cantilever structure. The main body of the docking device 6 is assembled and welded by H-shaped steel, and notches 7 are set on the left and right sides of the corresponding steel beams to be docked. The flanges are welded and fixed on the ground and the cantilever structure. Except for the two main beams 13 of the cantilever structure, the tooling is equipped with notches 7 on the left and right of the remaining secondary beams 11 for placing jacks 8 at high altitude. At the same time, Ma plates 9 are set on the flanges of all docking positions of the cantilever beam multiple cantilever structure.

[0073] 6. When the cantilever beam is assembled on the ground with multiple cantilever structures, all high-strength bolts in the remaining 10 areas of the outer cantilever structure except the secondary cantilever beams that need to be matched at high altitude shall be finally tightened on the ground, and all welding parts shall be completed and qualified by flaw detection.

[0074] 7. Use a total station to measure the actual coordinates of the docking interface at high altitude, adjust the position of the docking interface of the secondary cantilever beam on the ground (including secondary beam 11 and main beam 13, the same below) according to the measured coordinate points, then tighten the bolts of the secondary cantilever beam, weld the corresponding upper and lower flanges of the two main beams 13 in the secondary cantilever area, and leave the upper and lower flanges of the remaining steel beams (secondary beam 11) unwelded for the time being to facilitate high-altitude adjustment of the docking interface.

[0075] 8. Place the docking device 6 on the upper flange of the secondary cantilevered butt-jointed steel beam, and weld it to the upper flanges of all the secondary cantilevered steel beams. Since the two main beams 13 have been rigidly connected and fixed, the docking device 6 is then welded to the remaining steel beams 11 to ensure that the remaining cantilevered beams 11 are at the same height as the two main beams 13.

[0076] 9. The overall hoisting cantilever structure adopts four-point hoisting, two of which are main hoisting points, using steel wire ropes, and the other two are secondary hoisting points, using a combination of steel wire ropes and fall chains 12. The main function of the secondary hoisting points is to maintain the balance and stability of the hoisting, and the fall chains can be used for high-altitude adjustment of the arch.

[0077] 10. When high-altitude docking, first adjust the docking of the two main beams 13. All steel beam plates 9 are placed on the corresponding corbel upper flanges to ensure that the elevation is at the same height as the corbel. Then workers use carbon arc air planing to open the connecting welds between the docking device 6 and the remaining steel beams 11 except the two main beams 13, so that the steel beams can be restored to a free state on the left and right, and fine-tuning can be performed on the left and right. The welds between the remaining two main beams 13 and the docking device 6 are still retained.

[0078] 11. The worker places the jack 8 in the slot, and the steel beam can be adjusted left and right through the jack 8. After the steel beam is adjusted to the right position, the bolts and upper and lower flanges are welded and fixed.

[0079] 12. Finally, the counterpart device 6 is removed and the construction of the entire cantilever structure is completed.

[0080] On the other hand, the present invention also provides a steel box shear wall core tube and outer steel frame structure, which are formed using the above-mentioned steel box shear wall core tube and outer steel frame structure construction method.

[0081] It should be noted that the embodiments of the above-mentioned steel box shear wall core tube and external steel frame structure can refer to the description in the embodiment of the construction method of the steel box shear wall core tube and external steel frame structure, and will not be described one by one here.

[0082] According to the steel box shear wall core tube and outer steel frame structure and the construction method thereof of the present invention, the construction of multiple cantilever steel structures can form a flow construction while satisfying the stress of concrete, thereby greatly shortening the construction period; and the multiple cantilever structures of cantilever beams are assembled on the ground, hoisted as a whole, and completed in a one-time docking manner, which can greatly reduce the amount of high-altitude correction and welding, speed up the construction speed, and improve the installation efficiency; the process is simple, which can reduce the number of hoisting hooks and the time occupied by the tower crane; it has high safety and is applicable to the construction of multiple cantilever steel structures in various scenarios.

[0083] As described above with reference to the accompanying drawings, the steel box shear wall core tube and the outer steel frame structure and the construction method thereof according to the present invention are described by way of example. However, those skilled in the art should understand that various improvements can be made to the steel box shear wall core tube and the outer steel frame structure and the construction method thereof proposed by the present invention without departing from the content of the present invention. Therefore, the protection scope of the present invention should be determined by the content of the attached claims.

Claims

1. A construction method for a steel box combined shear wall core tube and an outer steel frame cantilever structure, characterized in that: include: When constructing the main structure of the shear wall core tube and the external steel frame structure to the cantilever structure floor, pouring concrete inside the main structure and at the corresponding floor slab; After the main structure is constructed upwards section by section until the preset conditions are met, multiple cantilever structures are constructed on the main structure; The multiple cantilever structures are subjected to quality inspection to complete the construction of the steel box shear wall core tube and the outer steel frame structure.

2. The construction method of the steel box combined shear wall core tube and outer steel frame cantilever structure according to claim 1 is characterized in that: The preset condition is that the strength of the concrete in the stressed steel box shear wall, the concrete in the external steel frame structure, and the corresponding floor slab concrete corresponding to the floor where the multiple cantilever structures are located meets the preset requirements.

3. The construction method of the steel box combined shear wall core tube and outer steel frame cantilever structure according to claim 1 is characterized in that: The construction process of the multiple cantilever structures includes: Carry out the construction of cantilever trusses and connecting steel beams between cantilever trusses; Based on the preset docking device, the multiple cantilever structures of the peripheral cantilever beams of the cantilever truss are hoisted, and the multiple cantilever structures of the peripheral cantilever beams are docked with the connecting steel beams at high altitude.

4. The construction method of the steel box combined shear wall core tube and outer steel frame cantilever structure according to claim 3 is characterized in that: The single truss of the cantilever truss and the multiple cantilever structures of the outer cantilever beams are all constructed by ground assembly and overall hoisting.

5. The construction method of the steel box combined shear wall core tube and outer steel frame cantilever structure according to claim 3 is characterized in that: The docking device includes an H-shaped steel, a notch provided on the H-shaped steel, and a jack provided in the notch; wherein, The H-shaped steel is welded and fixed to the upper flange of the multiple cantilever structure of the peripheral cantilever beam on the ground.

6. The construction method of the steel box combined shear wall core tube and outer steel frame cantilever structure according to claim 5 is characterized in that: Measuring the coordinates of the docking interface of the connecting steel beam by a total station; The docking interface position of the outer cantilever beam multiple cantilever structure on the ground is adjusted according to the docking interface coordinates, and the upper and lower flanges of the main beam of the outer cantilever beam multiple cantilever structure are welded and fixed, while the secondary beams other than the main beam are not welded temporarily; Welding the docking device to the upper flanges of all steel beams and making the steel beams at the same height; The multiple cantilever structures of the outer cantilever beams are hoisted.

7. The construction method of the steel box combined shear wall core tube and outer steel frame cantilever structure according to claim 6 is characterized in that: When the outer cantilever beam multiple cantilever structures are hoisted, the method further includes: First, adjust the docking interface of the main beam, and place the steel beam plates of all the main beams and secondary beams on the upper flanges of the corresponding corbels, and at the same height as the corbels; The connecting weld between the mating device and the secondary beam is opened by carbon arc gouging, so that the left and right states of the secondary beam can be adjusted.

8. The construction method of the steel box combined shear wall core tube-external steel frame cantilever structure according to claim 7 is characterized in that: The notches are distributed in pairs, and a pair of the notches are correspondingly distributed on both sides of the secondary beam; The jacks are arranged opposite to each other in a pair of the slots and are used to adjust the position of the secondary beam; After the position of the secondary beam is determined, the upper flange and the lower flange of the secondary beam are welded and fixed.

9. The construction method of the steel box combined shear wall core tube and outer steel frame cantilever structure according to claim 6 is characterized in that: The multiple cantilever structures of the peripheral cantilever beams are hoisted at four points, including two main hoisting points and two secondary hoisting points; The main suspension points are connected by steel wire ropes, and the secondary suspension points are connected by a combination of steel wire ropes and fall chains.

10. A steel box shear wall core tube and outer steel frame cantilever structure, characterized in that: It is formed by using the steel box combined shear wall core tube and outer steel frame cantilever structure construction method as described in any one of claims 1 to 9.

Images