Construction method of super high-rise building rigid steel structure

Abstract

This application discloses a construction method for a reinforced steel structure of a super high-rise building, including: connecting the main reinforcement of the beam to the column by welding straight threaded sleeves onto the steel column; at the beam-column joint, welding a support plate onto the steel column and then welding it to the main reinforcement of the beam on both sides, ensuring that the main reinforcement of the beam is connected by sleeves and welded on both sides, facilitating the binding of the beam reinforcement, improving project quality and construction progress; at the beam-column joint, the main reinforcement of the beam passing through the column web is connected by opening holes in the web, directly passing through the web and connected to the sleeves at the beam ends. The beneficial effects of this application are: solving the problem of ineffective connection at beam-column joints due to high reinforcement density; reducing the construction difficulty for workers, facilitating the binding of reinforcement at the joint, ensuring construction quality and improving construction progress; reducing the construction intensity of connecting the steel section and the reinforcement, improving work efficiency, and shortening the construction period.

Description

Technical Field

[0001] This application belongs to the field of building construction technology, specifically relating to a construction method for a rigid steel structure of a super high-rise building. Background Technology

[0002] With the development of my country's market economy and the advancement of science and technology, the demand in the construction market is constantly increasing, leading to a rise in high-rise and super high-rise structures. To meet load-bearing requirements, high-rise buildings typically require increased column density and beam / column cross-sectional dimensions in ordinary reinforced concrete structures. This not only reduces the structure's seismic performance but also significantly diminishes the building's functionality and usable floor area. Therefore, reinforced concrete structures have emerged and are increasingly widely used. However, how to conveniently and reliably connect steel beam-column joints and reinforcing bars in reinforced concrete structures, and how to integrate steel structure installation with the main structure construction, remain controversial topics. Summary of the Invention

[0003] The purpose of this application is to provide a construction method for the rigid steel structure of super high-rise buildings, which effectively solves the problems of steel beam-column joints and steel reinforcement connections, as well as the cross construction of the main structure and steel structure.

[0004] The objective of this application is achieved through the following technical solution: A construction method for the rigid steel structure of a super high-rise building includes: connecting the main reinforcement of beams and columns by welding straight threaded sleeves onto the steel columns; at beam-column joints, welding support plates onto the steel columns and double-sided welding the main reinforcement of beams to ensure that the main reinforcement of beams is connected by sleeves and welded on both sides, facilitating the binding of beam reinforcement and improving project quality and construction progress; at beam-column joints, the main reinforcement of beams passing through the column web is connected by opening holes in the web, directly passing through the web and connected to the sleeves in the beam and at the beam ends; the sleeves, support plates, and openings at the joints are all processed in the factory to ensure the quality of the joints, reduce on-site workload, and accelerate project progress; the steel columns are processed and installed in sections by design optimization based on the lifting performance of the tower crane on site, effectively reducing the number of installations and avoiding interference and conflicts between the installation of steel columns and the main construction work.

[0005] Furthermore, the installation process proceeded from underground to above ground, from hoisting steel columns to hoisting steel beams, and from hoisting main beams to hoisting secondary beams; each area was installed from the inside out.

[0006] Furthermore, the overall hoisting process is as follows: laying out the points for the Nth installation section and preparing for the hoisting of the Nth installation section components → hoisting of the Nth steel column → alignment of the Nth steel column → hoisting of the Nth steel beam → initial and final tightening of high-strength bolts → welding of upper beams and columns → welding of lower and middle beams and columns → column-to-column welding → intermediate acceptance → hoisting of the N+1th steel column.

[0007] Further steps include: hoisting of the Nth steel beam → monitoring of the verticality of the steel column → handling of exceeding standards; welding of the upper beam and column → commencement of construction of the N+1th installation section; initial and final tightening of high-strength bolts → intermediate acceptance; welding of the upper beam and column, welding of the lower and middle beam and column, and welding of the column-to-column assembly → flaw detection → report → rework.

[0008] Further, the construction process for segmented steel columns and beams is as follows: detailed design of each node drawing → factory processing and transportation → installation of anchor bolts and embedded base plate → pouring of foundation slab concrete → welding connection between embedded base plate and steel column → weld treatment → ultrasonic flaw detection → removal of temporary connection plate for steel column → binding of outer column reinforcement and installation of steel beams after passing inspection → erection of formwork after passing inspection → binding and acceptance of beam reinforcement → pouring of concrete.

[0009] Further optimization design of steel beam-column joints: Based on the stress conditions and the design requirements for joint connection forms, the specific connection methods are determined according to the principles of convenient construction, reliable stress distribution, and economic rationality. At the steel beam-column joint, the main reinforcement of the beam passes through the flange plate of the steel column, and a primary sleeve is welded to the flange plate of the steel column to connect with the main reinforcement of the beam. A lap plate is welded to the upper flange plate of the adjacent steel column, so that the main reinforcement of the beam is welded to the flange plate. During construction, the beam reinforcement at one end of the sleeve is tied first, and then the beam reinforcement at the welded end is constructed. At the steel beam-column joint, the main reinforcement of the beam located in the web of the steel column uses a web opening, and the main reinforcement passes through the web to connect with the sleeve at the beam end. The junction of ordinary secondary beams and steel beams involves the main reinforcement passing through the web of the steel beam. For connecting reinforcing bars, straight threaded sleeves or lap plates are used. For reinforcing bars with a diameter of 20mm or less, lap plates are used for welding; for reinforcing bars with a diameter greater than 20mm, straight threaded sleeves are used. At the steel beam-column joint, the main column reinforcing bars at the steel beam are connected by welding sleeves to the upper and lower parts of the steel beam. If there is conflict between the main reinforcing bars of the steel beam and the main beam, the upper row of main reinforcing bars affected by the steel beam is moved to the next layer. If the next layer has an even number of reinforcing bars, an extra row is added; if it has an odd number, the other side is symmetrical. The main reinforcing bars affected by the bottom layer are moved upwards. When connecting steel beams to steel columns, stirrups are involved that pass through the web of the steel beam. Open stirrups are used without opening holes, and these open stirrups must be welded to the web of the steel beam on one side.

[0010] Further, factory processing at the joints: After the H-beams are welded and assembled, the joints are laid out according to the optimized design, the steel is placed stably, and the sleeve position is accurately vertical and does not deviate. CO2 gas shielded welding is used, with E43 welding rods for Q235 steel and E50 welding rods for Q355 steel. CO2 gas shielded welding and ER50-6 welding wire are used to weld the sleeves and support plates. Shot blasting for steel structures removes rust by using a shot blasting machine to throw dense shot from different directions onto the surface of steel, removing oxide scale, rust, and dirt to achieve a certain surface roughness. This process controls surface roughness by selecting different types and gradations of shot, controlling blasting time by using different conveyor roller speeds for steel surfaces with different rust levels, and controlling energy consumption by adjusting the blasting angle and shutting down the shot blaster. These methods aim to ensure rust removal quality, improve production efficiency, save energy, and reduce production costs.

[0011] Further, steel frame installation: Column base embedded parts installation and precision control: Step 1, mark the corresponding bolt group cross center line on the tied foundation reinforcement, and position the bolt group cross center line on the corresponding positioning steel plate; Step 2, place the positioning steel plate on the foundation reinforcement, align the crosshairs of the positioning steel plate with the crosshair marks on the reinforcement, level and fix initially; Step 3, insert the anchor bolts into the bolt holes of the positioning steel plate, fix the upper part of the bolt with nuts initially, check and verify, and adjust all bolt tops to the design required elevation; Step 4, after the center axis and elevation are verified to be qualified, weld the bottom main reinforcement and positioning steel plate firmly with steel bars, apply grease to the bolt threads, wrap with oil paper, and add sleeve protection; The process flow for steel frame installation is as follows: mark the foundation with cross lines and measure the elevation of the column base plate → hoist the steel column → re-measure the elevation and verticality of the steel column base → correct the steel column → lay the reinforcing bars → pour concrete → check and correct the accuracy.

[0012] Furthermore, beam and column welding: For the assembly welds between the wall panels of steel columns and steel beams: when the web thickness is less than 16mm, double-sided fillet welds are used, with the weld leg size hf equal to 0.8 times the thickness of the thinner component; when the web thickness is greater than or equal to 16mm, the assembly welds between the column wall panels within the steel beam height and within 600mm above and below the joints, and the assembly welds between the column wall panels within 100mm above and below the joints on the construction site, are bevel full penetration welds, with a weld quality grade of level two. The assembly welds between the wall panels of the remaining parts of the steel columns and steel beams are all bevel partial penetration welds; the fillet weld quality grade is level three, and its appearance quality meets the requirements for level two welds. The weld between the column base plate and the steel column shall be a bevel partial penetration weld; except for the areas specified above, all other welds shall be double-sided fillet welds, with a weld leg size hf equal to 0.8 times the thickness of the thinner component, and a weld quality grade of three; the bevel form and construction details of all welds shall conform to the specifications unless otherwise noted; during welding, a reasonable welding sequence, method, and measures shall be selected according to the characteristics of the structure to reduce welding stress and welding deformation and ensure welding quality; when the ambient temperature is below 0 degrees Celsius, the welding area of ​​the component shall be preheated before welding. The steel must meet the requirements; it must be straightened before processing, and the layout and cutting must allow for weld shrinkage during manufacturing and installation, as well as machining allowance for cutting and milling, according to the process requirements; the contact surfaces of components within the range of high-strength bolt connections must be treated with sandblasting or shot blasting, and the anti-slip coefficient of Q235, Q355, Q390, Q420, and Q460 steel must be ≥0.40. An anti-slip coefficient test must be conducted before construction, and the processing, transportation, and storage of components must ensure that the sandblasting effect of the friction surface meets the design requirements. High-strength bolt assembly can only be carried out after the components have passed inspection before installation.

[0013] Further, the treatment of reinforcement at beam-column joints: For the stirrups at the steel beam-column joint: the stirrups are fabricated into U-shapes, pass through the web of the steel column, and then welded; sleeves are welded to the main reinforcement of the steel beam-column joint at the points where they pass through, connecting them to the main reinforcement of the column; For the beam reinforcement at the steel beam-column joint: sleeves are welded to the main reinforcement of the beam passing through the flange of the steel column, connecting them to the beam reinforcement; for the reinforcement passing through the web of the steel column, holes are directly drilled at these points, and after the main reinforcement passes through, sleeves are used to connect it at the beam end and at 1 / 3 of the beam length; for the main reinforcement passing through the flange of the steel column at the other end of the beam, a support plate is welded to the steel column, and the main reinforcement of the beam is connected to the steel column by double-sided welding to the support plate.

[0014] Further precautions for steel beam-column joint reinforcement installation: Before binding the reinforcement, control the cutting length of the main reinforcement bars of the beam and column according to the optimization of the steel beam-column joint to avoid rework due to length issues; when binding the steel beam reinforcement, first bind the beam reinforcement at the end with the sleeve, and then bind the beam reinforcement at the end with the support plate welding after completion; after the main reinforcement bars of the beam pass through the web of the steel column, weld them to the precast reinforcement bends.

[0015] Further precautions for steel beam-column joint reinforcement installation: Before binding the reinforcement, optimize the steel beam-column joint and control the cutting length of the main reinforcement bars to avoid rework due to length issues; when binding the steel beam reinforcement, first bind the beam reinforcement at the end with the sleeve, and then bind the beam reinforcement at the end with the support plate for welding; when the steel column is an end column, if the straight anchor length is insufficient and a bent anchor is necessary, it is difficult for the beam to pass through the web directly by bending the anchor. Therefore, the main reinforcement bars of the beam should pass through the web of the steel column and be welded to the bend of the precast reinforcement bars; when cutting the U-shaped stirrups at the beam-column joint, the short side should be 1 / 3b and the long side should be 2 / 3b + 10d, where b is the length of the stirrup on one side that is cut off. Ensure that the stirrups are cut off on the side that is conducive to welding. When binding the stirrups, the long and short sides should be staggered; when welding the stirrups at the beam-column joint, use CO2 gas shielded welding and ER50-6 welding wire; the opening in the web of the steel column at the joint should be one size larger than the beam reinforcement bars that pass through. The opening should be machine-drilled in the factory, and on-site drilling is strictly prohibited.

[0016] The beneficial effects of this application are: (1) It solved the problem of ineffective connection at beam-column joints due to high steel reinforcement density.

[0017] (2) It reduces the difficulty of construction for workers, facilitates the binding of steel bars at joints, ensures construction quality and improves construction progress.

[0018] (3) It reduces the construction intensity of connecting steel sections and reinforcing bars, improves work efficiency, and shortens the construction period.

[0019] The aforementioned main solution and its various further alternatives can be freely combined to form multiple solutions, all of which are solutions that can be adopted and are claimed in this application; furthermore, the (non-conflicting alternatives) can also be freely combined with each other and with other alternatives. Those skilled in the art, after understanding the solution of this application, will realize from the prior art and common general knowledge that there are many combinations, all of which are technical solutions to be protected by this application, and will not be exhaustively listed here. Attached Figure Description

[0020] Figure 1 This is a flowchart of the overall hoisting process of this application.

[0021] Figure 2 This is a schematic diagram of the column-mounted welded sleeve structure of this application.

[0022] Figure 3 This is a schematic diagram of the column-mounted welded stiffener plate structure of this application.

[0023] Figure 4 This is a detailed drawing of the joint between the ordinary secondary beam and the steel beam in this application.

[0024] Figure 5 This is a schematic diagram of an even number of additional rows of reinforcing bars in this application.

[0025] Figure 6 This is a schematic diagram of the odd-numbered symmetrical arrangement of reinforcing bars in this application.

[0026] Figure 7 This is a schematic diagram of the three-dimensional model of the steel profile in this application.

[0027] Figure 8 This is a schematic diagram of step 1 of the column base embedded parts installation and precision control in this application.

[0028] Figure 9 This is a schematic diagram of step 2 of the column base embedded parts installation and precision control in this application.

[0029] Figure 10 This is a schematic diagram of step 3 of the column base embedded parts installation and precision control in this application.

[0030] Figure 11 This is a schematic diagram of step 4 of the column base embedded parts installation and precision control in this application.

[0031] Figure 12 This is a schematic diagram of the steel section installation process in this application.

[0032] Figure 13 This is a schematic diagram of the opening at the steel beam-column joint of this application.

[0033] Figure 14 This is a schematic diagram of the connection between the welding sleeve and the main reinforcement of the column in this application.

[0034] Figure 15 This is a structural schematic diagram of the sleeve and reinforcing plate of this application.

[0035] Figure 16 This is a detailed drawing of the connection between the reinforcing bars and the flange plate in this application.

[0036] Figure 17 This is a schematic diagram of the opening of the steel beam in this application.

[0037] Figure 18 This is a structural schematic diagram of the prefabricated bent anchor bar head of this application. Detailed Implementation

[0038] The following non-limiting embodiments are used to illustrate this application.

[0039] Example 1 refer to Figures 1-18 As shown, a construction method for stiffened steel structures in super high-rise buildings is applicable to structural systems such as frame structures, frame-shear wall structures, bottom large-space shear wall structures, frame-core tube structures, and tube-in-tube structures.

[0040] Based on the original design, the design of the steel beam-column joint was optimized. The main reinforcement of the beam is connected to the column by welding straight threaded sleeves onto the steel column. At the beam-column joint, a support plate is welded to the steel column and connected to the main reinforcement of the beam by double-sided welding. This ensures that the main reinforcement of the beam is connected by sleeves and welded on both sides, which facilitates the binding of beam reinforcement and improves project quality and construction progress.

[0041] At beam-column joints, the main reinforcement bars of the beam passing through the column web are connected via holes in the web, directly through the web and into sleeves at the beam ends. The sleeves, support plates, and holes at the joints are all fabricated in the factory, ensuring the quality of the joint, reducing on-site work, and accelerating the project schedule.

[0042] Traditionally, steel columns need to be installed on each floor. In this embodiment, the steel columns are processed and installed in sections through design optimization, taking into account the lifting capacity of the tower crane on site. This effectively reduces the number of installations and avoids interference and conflicts between the installation of steel columns and the main construction work. The maximum lifting radius during the hoisting process is approximately 40m, and the maximum lifting weight is approximately 600kg.

[0043] Process flow: underground first, then above ground; steel columns first, then steel beams; main beams first, then secondary beams; installation in each area proceeds from the inside out.

[0044] refer to Figure 1 As shown, the overall hoisting process is as follows: laying out the Nth installation section and preparing for the hoisting of the Nth installation section components → hoisting of the Nth steel column → alignment of the Nth steel column → hoisting of the Nth steel beam → initial and final tightening of high-strength bolts → welding of upper beams and columns → welding of lower and middle beams and columns → column-to-column welding → intermediate acceptance → hoisting of the N+1th steel column.

[0045] Section N steel beam hoisting → steel column verticality monitoring → handling of exceeding standards; upper beam and column welding → construction of section N+1 begins; initial and final tightening of high-strength bolts → intermediate acceptance; upper beam and column welding, lower and middle beam and column welding, and column-to-column welding → flaw detection → report → rework.

[0046] Construction process of segmented steel columns and beams: detailed design of each node drawing → factory processing and transportation → installation of anchor bolts and embedded base plate → pouring of foundation slab concrete → welding connection of embedded base plate and steel column → weld treatment → ultrasonic flaw detection → removal of temporary connection plate of steel column → binding of outer column reinforcement and installation of steel beam after passing inspection → erection of formwork after passing inspection → binding and acceptance of beam reinforcement → pouring of concrete.

[0047] Construction Preparation: Before construction, the control points used for the traverse will be re-measured to ensure that the measurement accuracy meets the requirements of Class I traverse. The construction personnel will be briefed on the hoisting plan, the specific safety and civilized construction plan, hoisting precautions, relevant technologies, and safety and civilized construction procedures; construction blueprints and detailed drawings will be prepared and briefed; hoisting personnel, hoisting components, and construction machinery will be prepared; safety protection measures and construction tools and instruments will be prepared.

[0048] Optimization design of steel beam-column joints: Based on the stress conditions and the joint connection form required by the design, the specific connection method is determined according to the principles of convenient construction, reliable stress, and economic rationality.

[0049] refer to Figure 2 As shown, at the steel beam-column joint, the main reinforcement of the beam passes through the flange plate of the steel column. Considering that the flange plate cannot be perforated and the principle of minimum equal strength connection, a first-level sleeve is welded to the flange plate of the steel column to connect with the main reinforcement of the beam.

[0050] refer to Figure 3 As shown, if welding sleeves are used at the flange plates of adjacent steel columns at the same time, it is not conducive to the binding of steel beam reinforcement. Therefore, lap reinforcement plates are welded on the upper flange plates of adjacent steel columns so that the main reinforcement of the beam is welded to the flange plates. During construction, the beam reinforcement at one end of the sleeve is bound first, and then the beam reinforcement at the welded end is constructed.

[0051] At the steel beam-column joint, the main reinforcement bars of the beam located in the web of the steel column are made by opening holes in the web, and the main reinforcement bars pass through the web and are connected to the sleeves at the beam ends in the middle of the beam.

[0052] refer to Figure 4 As shown, the junction of the ordinary secondary beam and the steel beam involves the main reinforcement passing through the web of the steel beam. Straight threaded sleeves or lap plates are used to connect the reinforcement. In principle, lap plates are used to weld the reinforcement for reinforcement with a diameter of 20 mm or less. The weld length is 5d on both sides. Straight threaded sleeves are used to connect the reinforcement for reinforcement with a diameter of more than 20 mm.

[0053] At the steel beam-column joint, if the main reinforcement bars of the column at the steel beam are offset from both sides of the steel beam, it will result in dense reinforcement on both sides of the steel beam and misalignment of the spacing of the column main reinforcement bars, which is also not conducive to the formwork erection at this location. Therefore, sleeves are welded to the upper and lower parts of the steel beam, and the column main reinforcement bars are connected through the sleeves.

[0054] refer to Figure 5 and Figure 6 As shown, the cross-sectional shape of the steel beam is H400x100x16x16, that is, the height of the steel beam is 400mm. Some steel beams conflict with the main reinforcement bars of the beam. The upper row of main reinforcement bars affected by the steel beams are moved to the next layer. If the next layer has an even number of bars, an extra row of reinforcement bars is added. If it has an odd number of bars, the other side can be symmetrical. The main reinforcement bars affected by the bottom layer are moved upwards.

[0055] refer to Figure 7As shown, when steel beams are connected to steel columns, stirrups are involved that pass through the web of the steel beam. Open stirrups are set without holes, and the open stirrups need to be welded to the web of the steel beam on one side for 10d.

[0056] Factory processing at the joint: After the H-beams are welded and assembled, the joint is laid out according to the optimized design. The steel is placed stably to ensure that the sleeve is accurately vertical and does not deviate. CO2 gas shielded welding is used. For Q235 steel, E43 welding rods are used; for Q355 steel, E50 welding rods are used. CO2 gas shielded welding and ER50-6 welding wire are used to weld the sleeve and the support plate.

[0057] Shot blasting for steel structures removes rust by using a shot blasting machine to throw dense shot from different directions onto the surface of steel, removing oxide scale, rust, and dirt to achieve a certain surface roughness. This process controls surface roughness by selecting different types and gradations of shot, controlling blasting time by using different conveyor roller speeds for steel surfaces with different rust levels, and controlling energy consumption by adjusting the blasting angle and shutting down the shot blaster. These methods aim to ensure rust removal quality, improve production efficiency, save energy, and reduce production costs.

[0058] Steel section installation: Column base embedded parts installation and precision control: Reference Figure 8 As shown, in step 1, mark the corresponding cross center line of the bolt group on the tied foundation reinforcement, and position the cross center line of the bolt group on the corresponding positioning steel plate of the bolt group; (Refer to...) Figure 9 As shown, in step 2, the positioning steel plate is placed on the foundation rib, aligning the crosshairs of the positioning steel plate with the crosshair marks on the rib, leveling and fixing it initially; (Refer to...) Figure 10 As shown, in step 3, insert the anchor bolts into the bolt holes of the positioning steel plate, initially fix the upper part of the bolt with nuts, and then check and align it, adjusting the top of all bolts to the design required elevation; (Refer to...) Figure 11 As shown in step 4, after the center axis and standard are inspected and approved, the bottom main reinforcement and positioning steel plate are welded firmly with steel bars, and grease is applied to the bolt threads, wrapped with oil paper, and protected with sleeves.

[0059] refer to Figure 12 As shown, the process flow for steel frame installation is as follows: drawing cross lines on the foundation base and measuring the elevation of the column base plate → hoisting the steel column → re-measuring the elevation and verticality of the steel column base → steel column correction → laying reinforcing bars → pouring concrete → precision inspection and correction.

[0060] Beam and column welding: Assembly welds between the wall panels of steel columns and steel beams: When the web thickness is less than 16mm, double-sided fillet welds are used, with the weld leg size hf equal to 0.8 times the thickness of the thinner component; when the web thickness is greater than or equal to 16mm, the assembly welds between the column wall panels within the beam height and the nodes above and below the steel beam, and the assembly welds between the column wall panels within the nodes above and below the construction site joint, are bevel full penetration welds with a weld quality grade of level II. The assembly welds between the wall panels of the remaining parts of the steel column and the steel beam are bevel partial penetration welds (with a penetration depth of two-thirds); the fillet weld quality grade is level III, and its appearance quality meets the requirements of level II welds in the "Standard for Acceptance of Construction Quality of Steel Structures (GB50205-2020)".

[0061] The weld between the column base plate and the steel column is a bevel partial penetration weld (with a penetration depth of two-thirds).

[0062] Except for the parts specified above, all other welds shall be double-sided fillet welds, with the weld leg size hf equal to 0.8 times the thickness of the thinner component, and the weld quality grade shall be level three. Unless otherwise specified, all weld groove forms and construction details shall comply with the "Detailed Construction Drawings of Steel Structure Joints for Multi-Story and High-Rise Civil Buildings" (16G519).

[0063] When welding, select a reasonable welding sequence, method and measures according to the characteristics of the structure to reduce welding stress and welding deformation and ensure welding quality. When the ambient temperature of the welding construction is below 0 degrees, if welding is to be carried out, the welding parts of the components should be preheated and comply with the provisions of the "Code for Welding of Steel Structures" (GB50661-2011).

[0064] Before processing, the steel is straightened and laid out and cut according to the process requirements, leaving the machining allowance required for weld shrinkage, cutting and milling during manufacturing and installation. The contact surfaces of components within the range of high-strength bolt connections shall be treated with sandblasting or shot blasting. The anti-slip coefficient of Q235, Q355, Q390, Q420, and Q460 steel shall be ≥0.40. An anti-slip coefficient test shall be conducted before construction. The processing, transportation, and storage of components shall ensure that the sandblasting effect of the friction surface meets the design requirements. High-strength bolt assembly can only be carried out after the components have passed inspection before installation.

[0065] Treatment of reinforcement at beam-column joints: The main reinforcement bars of beams and columns all pass through the steel profiles, and the beam and column reinforcement bars intersect each other, which increases the difficulty of construction. For super high-rise structures, the diameter of the reinforcement bars is large and the reinforcement bars are relatively dense. Conventional treatment methods cannot solve the problem of where the reinforcement bars cannot be placed. Based on the optimization of the steel profiles, the following treatment is specifically carried out for the beam-column joints of steel profiles.

[0066] refer to Figure 13As shown, the treatment of stirrups at the steel beam-column joint is as follows: Since the stirrups used in this embodiment are mostly HRB400Φ14 and HRB400Φ12, the stirrups need to pass through the steel beam-column joint during the reinforcement binding process, especially at the steel beam-column joint, which makes the construction difficult. Based on the design approval, the stirrups are made into U-shapes and then welded through the web of the steel column.

[0067] refer to Figure 14 As shown, when the main reinforcement of the steel column is relatively dense, and the steel beam is arranged in the middle, there are about two main reinforcement bars at the flange of some steel beams. If the main reinforcement bars of the column are shifted from both sides of the steel beam, the reinforcement bars on both sides of the steel beam will be dense and the spacing of the main reinforcement bars of the column will be misaligned. The formwork at this point will also be difficult to support. Based on the design approval, the main reinforcement bars of the steel beam and column are connected to the main reinforcement bars of the column by welding sleeves at the position.

[0068] Treatment of beam reinforcement at steel beam-column joints: When the main reinforcement of the steel beam passes through the flange of the steel column, the beam reinforcement passing through the steel column causes reinforcement concentration at that point, making construction quite difficult and increasing the section loss rate of the steel column. To solve this problem, provided that the design allows, sleeves are welded to the main reinforcement of the beam passing through the flange of the steel column to connect with the beam reinforcement; while the reinforcement passing through the web of the steel column is directly mechanically drilled at that point, and the main reinforcement of the beam is connected by sleeves at the beam end and the middle 1 / 3 of the beam after passing through.

[0069] refer to Figure 15 and Figure 16 As shown, if the beam reinforcement passing through the flange of the steel column at the beam-column joint is connected by sleeves at both ends, it is not conducive to the binding of the beam reinforcement and the length and tightening of the main beam reinforcement are difficult to control. In order to solve this problem, under the premise of design permission, the main reinforcement passing through the flange of the steel column at the other end of the beam is supported by a plate welded on the steel column. The main beam reinforcement is connected to the steel column by double-sided welding with the support plate.

[0070] refer to Figure 17As shown, the steel beams have the following four cross-sectional forms: H150x100x16x16, H200x100x16x16, H300x100x16x16, and H400x100x16x16; that is, the height of the steel beams is 150mm, 200mm, 300mm, and 400mm. It is necessary to determine how many rows of holes need to be made for each type of steel beam, and their positions on the beam (center or distance from the top and bottom edges of the component). There are two scenarios for this problem: ① Hole opening for the tie bars corresponding to the web reinforcement of the concrete beam: When the height and spacing of the tie bars are sufficient for the steel beam to pass through, no holes are needed; when the steel beam can pass through after appropriate adjustments to the height and spacing of the tie bars and the position of the steel beam, no holes are needed; when the steel beam cannot pass through after appropriate adjustments to the height and spacing of the tie bars and the position of the steel beam, holes are needed. That is, H150x100x16x16, H200x100x16x16, and H300x100x16x16 do not require holes. H200x100x16x16 and H300x100x16x16 steel beams are arranged in the center, H150x100x16x16 steel beams are arranged on the lower side, and H400x100x16x16 steel beams are arranged in the center with two rows of holes, with a horizontal spacing of 100mm between the holes. ② Steel beams extending into concrete columns: Holes corresponding to the stirrups of the concrete columns need to be made. One row of holes should be made in the center of H150x100x16x16 and H200x100x16x16, two rows of holes should be made at the third division point of H300x100x16x16, and three rows of holes should be made at the fourth division point of H400x100x16x16.

[0071] Precautions for reinforcement installation at steel beam-column joints: Before binding the reinforcement, optimize the steel beam-column joint and control the cutting length of the main reinforcement bars to avoid rework due to length issues. When binding the steel beam reinforcement, first bind the beam reinforcement at the end with the sleeve, and then bind the beam reinforcement at the end with the support plate welding. After the main reinforcement bars of the beam pass through the web of the steel column, they are welded to the precast reinforcement bends.

[0072] Precautions for reinforcement installation at steel beam-column joints: Before binding the reinforcement, control the cutting length of the main reinforcement bars of the beam and column according to the optimized steel beam-column joint to avoid rework due to length issues; when binding the steel beam reinforcement, first bind the beam reinforcement at the end with the sleeve, and then bind the beam reinforcement at the end with the support plate welded; Reference Figure 18As shown, when the steel column is an end column, if the straight anchor length is insufficient and a bent anchor is necessary, it is difficult for the beam to pass through the web directly by bending the anchor. Therefore, the main reinforcement of the beam is welded to the bend of the precast steel reinforcement after passing through the web of the steel column. When cutting the U-shaped stirrups at the beam-column joint, the short side of the stirrups should be 1 / 3b and the long side should be 2 / 3b + 10d, where b is the length of the stirrup on the broken side. It is ensured that the stirrups are broken on the side that is conducive to welding. When binding the stirrups, the long and short sides are staggered. When welding the stirrups at the beam-column joint, CO2 gas shielded welding and ER50-6 welding wire are used. The opening in the web of the steel column at the joint is one size larger than the beam reinforcement that passes through. The opening is made by machine in the factory, and it is strictly forbidden to make the opening on site.

[0073] The foregoing basic examples and their further alternative examples can be freely combined to form multiple embodiments, all of which are embodiments that can be adopted and claimed in this application. In the scheme of this application, each alternative example can be arbitrarily combined with any other basic example and alternative example.

[0074] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A method for constructing a super high-rise building steel structure, characterized in that, include: The main reinforcement bars of the beams are connected to the columns by welding straight threaded sleeves onto the steel columns. At the beam-column joints, support plates are welded to the steel columns and double-sided welded to the main reinforcement bars of the beams, ensuring that the main reinforcement bars are connected by sleeves and welded on both sides, which facilitates the binding of beam reinforcement bars and improves project quality and construction progress. At the beam-column joints, the main reinforcement bars of the beams passing through the column webs are connected directly through the webs by opening holes in the webs, with sleeves connecting the main reinforcement bars in the middle and at the beam ends. The sleeves, support plates, and openings at the joints are all processed in the factory to ensure the quality of the joints, reduce on-site workload, and speed up the project progress. The steel columns are processed and installed in sections by design optimization based on the lifting performance of the tower cranes on site, effectively reducing the number of installations and avoiding interference and conflicts between the installation of steel columns and the main construction work.

2. The construction method of the super-high-rise building steel structure according to claim 1, characterized in that: The installation process proceeds from underground to above ground, from hoisting steel columns to hoisting steel beams, and from hoisting main beams to hoisting secondary beams; each area is installed from the inside out. The overall hoisting process is as follows: the Nth installation section is marked out and the Nth installation section component hoisting preparation is carried out → the Nth steel column is hoisted → the Nth steel column is aligned → the Nth steel beam is hoisted → the high-strength bolts are initially tightened and finally tightened → the upper beam and column are welded → the lower and middle beam and column are welded → the column is welded → intermediate acceptance → the N+1th steel column is hoisted. Section N steel beam hoisting → steel column verticality monitoring → handling of exceeding standards; upper beam and column welding → construction of section N+1 begins; initial and final tightening of high-strength bolts → intermediate acceptance; upper beam and column welding, lower and middle beam and column welding, and column-to-column welding → flaw detection → report → rework.

3. The construction method of the super-high-rise building steel structure according to claim 1, characterized in that: Construction process of segmented steel columns and beams: detailed design of each node drawing → factory processing and transportation → installation of anchor bolts and embedded base plate → pouring of foundation slab concrete → welding connection of embedded base plate and steel column → weld treatment → ultrasonic flaw detection → removal of temporary connection plate of steel column → binding of outer column reinforcement and installation of steel beam after passing inspection → erection of formwork after passing inspection → binding and acceptance of beam reinforcement → pouring of concrete.

4. The construction method for the rigid steel structure of a super high-rise building according to claim 1, characterized in that: Optimized design of steel beam-column joints: Based on the stress conditions and the design requirements for joint connection forms, the specific connection method is determined according to the principles of convenient construction, reliable stress distribution, and economic rationality. At the steel beam-column joint, the main reinforcement of the beam passes through the flange plate of the steel column, and a primary sleeve is welded to the flange plate of the steel column to connect with the main reinforcement of the beam. A lap plate is welded to the upper flange plate of the adjacent steel column, so that the main reinforcement of the beam is welded to the flange plate. During construction, the beam reinforcement at one end of the sleeve is tied first, and then the beam reinforcement at the welded end is constructed. At the steel beam-column joint, the main reinforcement of the beam located in the web of the steel column uses a web opening, and the main reinforcement passes through the web and is connected to the sleeve at the beam end. For the junction of ordinary secondary beams and steel beams, where the main reinforcement passes through the web of the steel beam, a... Reinforcing bars are connected using straight threaded sleeves or lap plates. For reinforcing bars with a diameter of 20mm or less, lap plates are used for welding; for reinforcing bars with a diameter greater than 20mm, straight threaded sleeves are used. At the steel beam-column joint, the main column reinforcement at the steel beam is connected by welding sleeves to the top and bottom of the steel beam. If there is conflict between the main reinforcement of the steel beam and the main beam reinforcement, the upper row of main reinforcement affected by the steel beam is moved to the next layer. If the next layer has an even number of reinforcements, an additional row is added; if it has an odd number, the other side is symmetrical. The main reinforcement affected at the bottom layer is moved upwards. When connecting steel beams to steel columns, stirrups are involved that pass through the web of the steel beam. Open stirrups are used without opening holes, and these open stirrups must be welded to the web of the steel beam on one side.

5. The construction method for the rigid steel structure of a super high-rise building according to claim 1, characterized in that: Factory processing at the joint: After the H-beams are welded and assembled, the joint is laid out according to the optimized design. The steel is placed stably to ensure that the sleeve is accurately vertical and does not deviate. CO2 gas shielded welding is used. For Q235 steel, E43 welding rods are used; for Q355 steel, E50 welding rods are used. CO2 gas shielded welding and ER50-6 welding wire are used to weld the sleeve and the support plate. Shot blasting for steel structures removes rust by using a shot blasting machine to throw dense shot from different directions onto the surface of steel, removing oxide scale, rust, and dirt to achieve a certain surface roughness. This process controls surface roughness by selecting different types and gradations of shot, controlling blasting time by using different conveyor roller speeds for steel surfaces with different rust levels, and controlling energy consumption by adjusting the blasting angle and shutting down the shot blaster. These methods aim to ensure rust removal quality, improve production efficiency, save energy, and reduce production costs.

6. The construction method for the rigid steel structure of a super high-rise building according to claim 1, characterized in that: Steel section installation: Column base embedded parts installation and precision control: Step 1, mark the corresponding bolt group cross center line on the tied foundation reinforcement, and position the bolt group cross center line on the corresponding positioning steel plate; Step 2, place the positioning steel plate on the foundation reinforcement, align the crosshairs of the positioning steel plate with the crosshair marks on the reinforcement, level and fix initially; Step 3, insert the anchor bolts into the bolt holes of the positioning steel plate, fix the upper part of the bolt with nuts, check and verify, and adjust all the bolt tops to the design required elevation; Step 4, after the center axis and elevation are verified to be qualified, weld the bottom main reinforcement and positioning steel plate firmly with steel bars, apply grease to the bolt threads, wrap with oil paper, and add sleeve protection; The process flow for steel frame installation is as follows: mark the foundation with cross lines and measure the elevation of the column base plate → hoist the steel column → re-measure the elevation and verticality of the steel column base → correct the steel column → lay the reinforcing bars → pour concrete → check and correct the accuracy.

7. The construction method for the rigid steel structure of a super high-rise building according to claim 1, characterized in that: Beam and column welding: Assembly welds between the wall panels of steel columns and steel beams: When the web thickness is less than 16mm, double-sided fillet welds are used, and the weld leg size hf is equal to 0.8 times the thickness of the thinner component; when the web thickness is greater than or equal to 16mm, the assembly welds between the column wall panels within the height of the steel beam and within 600mm above and below the nodes, and the assembly welds between the column wall panels within 100mm above and below the joints on the construction site, are all bevel full penetration welds with a weld quality grade of level II. The assembly welds between the wall panels of the remaining parts of the steel column and the steel beam are all bevel partial penetration welds. The fillet weld is of grade three quality, and its appearance quality meets the requirements for grade two welds. The weld between the column base plate and the steel column is a beveled partial penetration weld. Except for the parts specified above, all other welds shall be double-sided fillet welds, with the weld leg size hf equal to 0.8 times the thickness of the thinner component, and the weld quality grade shall be level three. Unless otherwise specified, all weld groove types and construction details shall conform to the regulations; When welding, select a reasonable welding sequence, method and measures according to the characteristics of the structure to reduce welding stress and welding deformation and ensure welding quality. When the ambient temperature of the welding construction is below 0 degrees Celsius, the welding parts of the components should be preheated in accordance with the regulations if welding is to be carried out. Before processing, the steel is straightened and laid out and cut according to the process requirements, leaving room for weld shrinkage during manufacturing and installation, as well as machining allowances for cutting and milling. The contact surfaces of components within the range of high-strength bolt connections shall be treated with sandblasting or shot blasting. The anti-slip coefficient of Q235, Q355, Q390, Q420, and Q460 steel shall be ≥0.

40. An anti-slip coefficient test shall be conducted before construction. The processing, transportation, and storage of components shall ensure that the sandblasting effect of the friction surface meets the design requirements. High-strength bolt assembly can only be carried out after the components have passed inspection before installation.

8. The construction method for the rigid steel structure of a super high-rise building according to claim 1, characterized in that: Treatment of reinforcement at beam-column joints: Treatment of stirrups at the steel beam-column joint: The stirrups are made into U-shapes, pass through the web of the steel column, and then welded; sleeves are welded to the main reinforcement of the steel beam-column joint at the points where they pass through to connect with the main reinforcement of the column. Treatment of beam reinforcement at the steel beam-column joint: Weld sleeves to connect the main beam reinforcement passing through the flange of the steel column; For the reinforcement passing through the web of the steel column, directly drill holes at these locations, and connect the main beam reinforcement through the sleeves at the beam end and the middle 1 / 3 of the beam; For the main beam reinforcement passing through the flange of the steel column at the other end of the beam, a support plate is welded onto the steel column, and the main beam reinforcement is connected to the steel column by double-sided welding to the support plate.

9. The construction method for the rigid steel structure of a super high-rise building according to claim 1, characterized in that: Precautions for reinforcement installation at steel beam-column joints: Before binding the reinforcing bars, optimize the beam-column joints and control the cutting length of the main reinforcing bars to avoid rework due to length issues. When binding the reinforcing bars of the steel beam, first bind the beam bars at the end with the sleeve, and then bind the beam bars at the end with the support plate for welding. After the main reinforcing bars of the beam pass through the web of the steel column, they are welded to the bends of the precast reinforcing bars.

10. The construction method for the rigid steel structure of a super high-rise building according to claim 1, characterized in that: Precautions for reinforcement installation at steel beam-column joints: Before binding the reinforcing bars, optimize the beam-column joint according to the requirements and control the cutting length of the main reinforcing bars of the beam and column to avoid rework due to length issues. When binding the reinforcing bars of the steel beam, first bind the beam reinforcement at the end with the sleeve, and then bind the beam reinforcement at the end with the support plate for welding. When the steel column is an end column, if the straight anchor length is insufficient and a bent anchor is necessary, it is difficult for the beam to pass through the web directly by bending the anchor. Therefore, the main reinforcing bars of the beam pass through the web of the steel column and are then welded to the bend of the precast reinforcing bars. When cutting the U-shaped stirrups at the beam-column joint, the short side should be 1 / 3b and the long side should be 2 / 3b + 10d, where b is the length of the stirrup on the broken side. Ensure that the stirrups are broken on the side that is conducive to welding. When binding the stirrups, the long and short sides should be staggered. When welding the stirrups at the beam-column joint, CO2 gas shielded welding and ER50-6 welding wire should be used. The opening in the web of the steel column at the joint should be one size larger than the beam reinforcement that passes through. The opening should be made by machine in the factory and on-site opening is strictly prohibited.

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