A method for installing and constructing a super-large-span heavy-duty steel corridor

Abstract

The invention discloses an installation and construction method for a super-large-span heavy-duty steel corridor, which can safely install the super-large-span heavy-duty steel corridor at a preset position of a tower, thereby improving the safety and construction efficiency of the high-altitude construction of the super-large-span heavy-duty steel corridor; the method comprises the following steps: assembling a steel truss on the top floor slab where the corridor has been installed at the bottom of the tower, hoisting the steel truss to the preset position of the tower for installation after the assembling is completed, checking the installation status of the steel truss after the installation is completed, and performing displacement and stress detection on the steel truss; arranging a protective railing and a cantilever protective net around the steel truss; assembling a first-layer frame on the top of the steel truss, and performing displacement and stress monitoring after the assembling is completed; assembling a second-layer and a third-layer frame on the top of the first-layer frame, and performing displacement and stress monitoring after the third-layer frame is assembled; repeating the aforementioned frame assembly process until the assembly is completed; welding the top of the connecting column to the bottom of the first-section column, and pouring floor concrete from top to bottom on the super-large-span heavy-duty steel corridor, and performing displacement and stress monitoring for each layer poured.

Description

Technical Field

[0001] The invention relates to the technical field of building engineering, and in particular to an installation and construction method of an ultra-large-span heavy-duty steel corridor. Background Art

[0002] According to the Unified Standard for Design of Civil Buildings GB50352-2019, buildings with a ground building height greater than 100m are super high-rise buildings; during the construction of super high-rise buildings with multiple towers, in order to facilitate the connection between the towers and improve the aesthetics of the super high-rise building construction, a corridor structure is usually used to connect the two adjacent towers. The main structure of the corridor can be used as a sightseeing corridor because of its good lighting effect and broad field of view. On the other hand, the corridor can also make the appearance of the building more distinctive and create a more harmonious architectural atmosphere.

[0003] The super-large-span heavy-duty steel corridor includes a steel truss structure and a frame structure at the top (or bottom) of the truss; the installation of the super-large-span heavy-duty steel corridor is usually to assemble the various rods into an integral structure, and then lift the overall structure to a preset installation position and fix it. Due to the large span, heavy weight, and high lifting height of the super-large-span heavy-duty steel corridor (the span is not less than 40m, the width is not less than 20m, the overall height is 35~40m, the total weight of the truss and frame is not less than 2000t, and the lifting height is not less than 70m), the high-altitude installation of the super-large-span heavy-duty steel corridor is difficult.

[0004] During the lifting process of the super-large-span heavy-duty steel corridor, the steel truss, as the main load-bearing structure, is easily deformed under the action of its own gravity and the pressure of the steel frame; during the high-altitude lifting process, the wind load will increase with the increase of the lifting height, and the steel truss will deviate, further deepening the deformation of the steel truss structure, affecting the lifting stability and safety of the steel truss, and affecting the docking and closing process of the steel truss and the core tube; if the super-large-span heavy-duty steel corridor is installed in a scattered manner at high altitude, the number of components of the super-large-span heavy-duty steel corridor is large, and the component lifting efficiency is low. In coastal areas, the high-altitude lifting and welding of components will be affected by weather and wind. Therefore, during the installation of the super-large-span heavy-duty steel corridor, how to ensure the safety of the high-altitude construction of the super-large-span heavy-duty steel corridor and improve the installation and construction efficiency are the key issues to be considered in the installation and construction of the super-large-span heavy-duty steel corridor. Summary of the invention

[0005] At least one of the purposes of the present invention is to provide an installation and construction method for an ultra-large-span heavy-duty steel corridor in order to overcome the problems existing in the above-mentioned prior art, so as to ensure the safety of the high-altitude construction of the ultra-large-span heavy-duty steel corridor and improve the construction efficiency.

[0006] In order to achieve the above-mentioned purpose, the technical solution adopted by the present invention includes the following aspects.

[0007] A method for installing and constructing a super-large-span heavy-duty steel corridor comprises the following steps:

[0008] Step 1: Assemble the steel truss structure on the top floor of the installed corridor at the bottom of the tower according to the design requirements;

[0009] Step 2: Lift the steel truss structure to the preset position of the tower for installation;

[0010] Step 3: Divide the columns of the steel frame into sections along the height direction of the steel frame; transport the various components of the completed steel frame to the storage area and wait for hoisting;

[0011] Step 4: Check the installation status of the steel truss, check the quality of the welds of the steel truss, measure the coordinates of the displacement monitoring points and stress monitoring points on the steel truss, pour concrete on the top of the steel truss, and monitor the displacement and stress of the steel truss after the concrete is poured;

[0012] Step 5: Install guardrails around the steel trusses and install cantilevered protective nets outside the guardrails;

[0013] Step 6: Hoist the columns to the top of the steel truss for installation. Each column is installed on the top of the connecting column at the top of each first node of the upper chord beam.

[0014] Step 7: Install the frame on the column. After the frame is installed, lay the floor deck on the frame, set up guardrails around the frame, set up cantilevered protection nets outside the guardrails, and then monitor the displacement and stress of the steel truss;

[0015] Step 8: Hoist the column to be installed to the top of the installed column for installation. After the installation is completed, install the frame in the middle of the column. After the frame is installed, lay the floor deck on the frame, set up guardrails around the frame, and set up a cantilevered protective net on the outside of the guardrails;

[0016] Step 9: After the frame is installed on the top of the column in step 8, the floor deck is laid on the frame, a guardrail is set around the frame, a cantilevered protective net is set outside the guardrail, and then the displacement and stress of the steel truss are monitored;

[0017] Step 10: Install the remaining steel frame structures in the same manner as steps 8 and 9 until the steel frame structures are installed;

[0018] Step 11: Weld the top of the connecting column at the top of the first node at both ends of the upper chord beam to the bottom of the first section column;

[0019] Step 12: Pour floor concrete from top to bottom for the ultra-large span heavy steel corridor. Monitor the displacement and stress of the steel trusses after each layer is poured.

[0020] Preferably, the steel truss structure includes an upper chord beam and a lower chord beam, the upper chord beam and the lower chord beam are parallel to each other, and the front and rear sides of the upper chord beam and the lower chord beam are respectively connected by a web member group, and multiple web member groups are arranged along the length direction of the steel truss, each web member group includes two web members, and the two web members are arranged in a triangular shape. In each web member group, the tops of the two web members are connected to the two legs of the same first node of the upper chord beam, and the bottoms of the two web members are respectively connected to the legs of two adjacent second nodes of the lower chord beam; a connecting column is coaxially arranged at the top of each first node of the upper chord beam.

[0021] The steel frame includes multiple parallel frame layers, adjacent frame layers are connected by columns, and the columns and connecting columns are on the same axis; in each frame layer, main beams are arranged between two adjacent columns and on the columns at the left and right ends of the frame, and the two ends of the main beam are respectively connected to the columns at the left and right ends in the middle of the frame layer, and one end of the main beam is connected to the column at the left and right ends of the frame layer, and the other end is used as a cantilever end for connecting to the tower; a plurality of third cross beams are evenly arranged in parallel in the length direction of the frame layer, and the two ends of the third cross beam are respectively connected to the columns, and the third cross beam is also connected to the main beam; A fourth cantilever beam is also provided on the front and rear sides of the frame layer, respectively. The fourth cantilever beam is coaxially arranged with the third cross beam, and the first end of the fourth cantilever beam is connected to the column or the main beam. A second connecting beam is provided between adjacent fourth cantilever beams, and the two ends of the second connecting beam are respectively connected to the second end of the fourth cantilever beam; one or more mutually parallel supporting beams are respectively provided between adjacent third cross beams and on the third cross beams at the left and right ends of the frame layer, and the two ends of the supporting beam are connected to the third cross beam at the middle position of the frame layer, and the first end of the supporting beam is connected to the third cross beam at the two ends of the frame layer, and the second end serves as a cantilever end for connecting to the tower.

[0022] Preferably, the steel truss structure is assembled on the top floor slab where the corridor has been installed at the bottom of the tower, and the assembly process of the steel truss structure includes: after determining the projection surface of the steel truss on the top floor slab where the corridor has been installed at the bottom of the tower, hoisting the tire frame to the preset positions on the front and rear sides of the top floor slab where the corridor has been installed for installation; after the tire frame is installed, assemble the lower chord beam on the tire frame, and after the lower chord beam is assembled, install the web member group on the top of the lower chord beam; after the web member group is installed, assemble the upper chord beam on the top of the web member group; after the upper chord beam is assembled, install the second cantilever beam, the second connecting beam and the third cantilever beam on both sides of the lower chord beam, and then install the first cantilever beam and the first connecting beam on both sides of the lower chord beam.

[0023] Preferably, the step 2 includes trial lifting, hovering, status monitoring, suspending lifting, fine-tuning the lifting points of the steel truss, and connecting the steel truss to the tower.

[0024] Preferably, step five includes: setting a guardrail around the upper chord beam of the steel truss. After the guardrail is set, setting a cantilevered protective net on the outside of the guardrail. The cantilevered protective net is set at an angle. The cantilevered protective net cantilevers out of the steel truss by 2 to 3 meters. The bottom of the cantilevered protective net is connected to the bottom of the guardrail through a connecting piece, and the top is connected to the column at the top of the steel truss through a steel wire rope.

[0025] Preferably, in step six, the installation process of the columns includes: on the left and right sides of the steel truss, the bottom of the columns are sleeved on the connecting columns; in the middle position of the steel truss, the bottom of the columns are rigidly connected to the top of the connecting columns.

[0026] Preferably, in step seven, the installation process of the frame includes: after hoisting the main beam to the top of the column, the main beam is connected to the column; when installing the main beam, an operating platform is set on the column, and the height of the operating platform is 1~1.2m lower than the height of the main beam; after the main beam is connected, a safety rope is set in the length direction of the main beam, and a horizontal safety net is laid on the main beams cantilevered between adjacent main beams and at both ends of the steel frame; then a hanging basket is set on the main beam, and the hanging basket is set at the preset installation position of the third cross beam, and the bottom elevation of the hanging basket is 1~1.2m lower than the bottom elevation of the third cross beam; after the hanging basket is installed, the third cross beam is hoisted to the corresponding positions of the main beam and the column for connection.

[0027] Preferably, after the third cross beam is installed, the support beam, the fourth cantilever beam and the second connecting beam are installed; the installation process of the fourth cantilever beam includes: setting a lifeline along the length direction at the top of the fourth cantilever beam and setting a U-shaped fixture at the bottom; setting a reflective sheet at the second end of the fourth cantilever beam; during the hoisting process of the fourth cantilever beam, a total station is used to monitor the endpoint coordinates of the second end of the fourth cantilever beam. When it exceeds the design requirements, the coordinates of the second end of the fourth cantilever beam are adjusted to meet the requirements; during the installation of the fourth cantilever beam, the elevation of the second end of the fourth cantilever beam is ensured to be 10~15mm higher than the design elevation. After the fourth cantilever beam is connected to the column or main beam, the tower crane hook is released.

[0028] Preferably, the connecting columns at the top of the first nodes on the left and right sides of the upper chord beam are conical tubes, and the connecting columns at the top of the first node in the middle of the upper chord beam are round tubes or square tubes.

[0029] Preferably, when laying the floor decking on the frame, bolts are used to fix the floor decking on the steel beams of the frame layer; the floor decking has a plate thickness of 0.5-1.5 mm, and steel trusses are evenly arranged on the plate surface, and the distance between adjacent steel trusses is 150-200 mm.

[0030] In summary, due to the adoption of the above technical solution, the present invention has at least the following beneficial effects:

[0031] By assembling steel trusses on the top floor slab of the installed corridor at the bottom of the tower, lifting the assembled steel trusses to the preset position of the tower and completing the installation, and then assembling the steel frame from bottom to top on the top of the steel trusses, the difficulty of high-altitude construction of ultra-large-span heavy-duty steel corridors can be reduced. Compared with the method of first assembling the steel trusses and the frame into an integral structure and then lifting the integral structure to the preset installation position of the preset tower for installation, the method of the present invention reduces the weight of high-altitude hoisting. For ultra-large-span heavy-duty steel corridors, the stability and safety of high-altitude hoisting are significantly improved.

[0032] During the connection process between the column at the bottom of the steel frame and the connecting column at the top of the first node of the upper chord beam, for the left and right sides of the steel truss, the bottom of the column is sleeved on the connecting column; in the middle position of the steel truss, the bottom of the column is rigidly connected to the top of the connecting column. The columns on the left and right sides of the steel frame are welded to the connecting column after the steel frame is installed and the stress is released, which can ensure the stability and safety of the steel frame structure.

[0033] During the steel frame construction process, after the first layer of construction is completed, the steel trusses are monitored for displacement and stress. After every two layers of construction are completed, the steel trusses are monitored for displacement and stress. In the process of pouring concrete from top to bottom, the steel trusses are monitored for displacement and stress after each layer of concrete is poured. This can ensure the stability of the overall structure of the steel frame and steel trusses, and ensure the safety of the ultra-large span heavy steel corridor structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 Schematic diagram of the lower chord structure of a steel truss according to an exemplary embodiment of the present invention.

[0035] Figure 2 Schematic diagram of the upper chord structure of a steel truss according to an exemplary embodiment of the present invention.

[0036] Figure 3 is a side view of a steel truss structure according to an exemplary embodiment of the present invention.

[0037] Figure 4 is a side view of an ultra-long-span heavy-duty steel corridor according to an exemplary embodiment of the present invention.

[0038] Figure 5 is a top view of a steel frame structure according to an exemplary embodiment of the present invention.

[0039] Figure 6 It is a schematic diagram of the arrangement of displacement monitoring points on a steel truss during the installation of a steel frame according to an exemplary embodiment of the present invention.

[0040] Figure 7 It is a schematic diagram of the arrangement of stress monitoring points on a steel truss during the installation of a steel frame according to an exemplary embodiment of the present invention.

[0041] Figure 8 is a side view of the arrangement of guardrails and cantilevered guard nets according to an exemplary embodiment of the present invention.

[0042] Fig. 9 It is a schematic diagram of a column docking node according to an exemplary embodiment of the present invention.

[0043] Fig.10 It is a schematic diagram of the floor deck structure of an exemplary embodiment of the present invention.

[0044] Fig.11 It is a flow chart of the installation and construction of a super-large-span heavy-duty steel corridor according to an exemplary embodiment of the present invention.

[0045] Markings in the figure: 1-upper chord, 2-first node, 3-first crossbeam, 4-first primary beam, 5-longitudinal beam, 6-first horizontal support, 7-lower chord, 8-second node, 9-second crossbeam, 10-second horizontal support, 11-web member, 12-third support rod, 13-vertical support rod, 14-lifting corbel, 15-first cantilever beam, 16-first connecting beam, 17-second cantilever beam, 18-third cantilever beam, 19-second connecting beam, 21-connecting column, 22-column, 23-main beam, 24-third crossbeam, 25-fourth cantilever beam, 26-support beam, 27-second connecting beam, 28-first corbel, 29-second corbel, 30-lifter, 31-guide frame, 32-steel strand, 33-guardrail, 34-cantilever protection net, 35-wire rope, 36-rebar truss. DETAILED DESCRIPTION

[0046] The present invention is further described in detail below in conjunction with the accompanying drawings and embodiments to make the purpose, technical solutions and advantages of the present invention more clearly understood. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0047] refer to Figure 1~Figure 3 The ultra-large span heavy steel corridor of an exemplary embodiment of the present invention includes a steel truss structure and a steel frame structure, and the steel frame structure is arranged on the top of the steel truss structure; the steel truss structure includes an upper chord beam and a lower chord beam, and the upper chord beam and the lower chord beam are parallel to each other, and the front and rear sides of the upper chord beam and the lower chord beam are respectively connected by a web member group, and multiple web member groups are arranged along the length direction of the steel truss, and each web member group includes two web members 11, and the two web members 11 are arranged in a triangular shape. In each web member group, the tops of the two web members 11 are connected to the two legs of the same first node 2 of the upper chord beam, and the bottoms of the two web members 11 are respectively connected to the legs of two adjacent second nodes 8 of the lower chord beam.

[0048] The upper chord beam includes two mutually parallel first node groups, each first node group includes a plurality of evenly arranged first nodes 2, an upper chord rod 1 is arranged between two adjacent first nodes 2, and both ends of the upper chord rod 1 are respectively connected to the first nodes 2; a plurality of first cross beams 3 are evenly arranged in the length direction of the upper chord beam, and both ends of the first cross beam 3 are respectively rigidly connected to the opposite first nodes 2, and both ends of the first cross beam 3 are also respectively rigidly connected to the opposite upper chord rod 1.

[0049] A first sub-beam 4 parallel to the first sub-beam 3 is arranged between two adjacent first sub-beams 3, and the two ends of the first sub-beam 4 are respectively connected to the two opposite upper chords 1. A plurality of longitudinal beams 5 perpendicular to the first sub-beam 3 and the first sub-beam 4 are also arranged between the first sub-beam 3 and the first sub-beam 4. The longitudinal beam 5 is arranged in the middle of the upper chord, and one end of the longitudinal beam 5 is connected to the first sub-beam 3 and the other end is connected to the first sub-beam 4. The longitudinal beam 5 can also cantilever the first sub-beam 3 at both ends of the upper chord. A plurality of groups of first horizontal supports 6 are also arranged between the two first node groups, and the plurality of groups of first horizontal supports 6 are arranged along the length direction of the upper chord. The first horizontal supports 6 include two cross-arranged first support rods, and the two ends of each first support rod are respectively connected to the first node 2 position.

[0050] The front and rear sides of the upper chord beam ( Figure 2 A plurality of first cantilever beams 15 are respectively arranged in the upper and lower directions. The first cantilever beams 15 are perpendicular to the upper chord 1. The plurality of first cantilever beams 15 are evenly arranged along the length direction of the upper chord. The first cantilever beams 15 are respectively coaxial with the first cross beam 3 and the first primary beam 4. The first ends of the first cantilever beams 15 are respectively connected to the first node 2 or the upper chord 1. When the first cantilever beam 15 is coaxial with the first cross beam 3, the first end of the first cantilever beam 15 is rigidly connected to the first node 2 or the upper chord 1 (the web of the first cantilever beam 15 is connected to the first node or the upper chord by high-strength bolts, and the flange plate is welded to the first node or the upper chord). When the first cantilever beam 15 is coaxial with the first primary beam 4, the first end of the first cantilever beam 15 is hinged to the upper chord 1 (connected by high-strength bolts). A first connecting beam 16 is also arranged between two adjacent first cantilever beams 15. The first connecting beam 16 is parallel to the upper chord 1. The two ends of the first connecting beam 16 are respectively connected to the second end of the first cantilever beam 15.

[0051] The first support rod is made of steel pipe, the upper chord rod 1 and the first node 2 are made of box steel or H-shaped steel, the first cross beam 3 is made of box steel or H-shaped steel, the first beam 4 is made of box steel or H-shaped steel, the longitudinal beam 5 is made of box steel or H-shaped steel, the first cantilever beam 15 and the first connecting beam 16 are made of H-shaped steel. The upper chord rod 1 is rigidly connected to the first cross beam 3, the upper chord rod 1 is hinged to the first beam 4, and the first support rod is hinged to the upper chord rod 1 or the first node 2.

[0052] The lower chord beam includes two second node groups parallel to each other, each second node group includes a plurality of evenly arranged second nodes 8, a lower chord rod 7 is arranged between two adjacent second nodes 8, both ends of the lower chord rod 7 are respectively connected to the second nodes 8, and the two second nodes 8 on the left and right sides are also respectively provided with lower chord rods 7, and the lower chord rod 7 cantilevers out the second nodes 8; a plurality of second cross beams 9 are evenly arranged in the length direction of the lower chord beam, the plurality of second cross beams 9 are parallel to each other, both ends of the second cross beams 9 are respectively rigidly connected to the opposite second nodes 8, and both ends of the second cross beams 9 are also respectively rigidly connected to the opposite lower chord rod 7.

[0053] Multiple groups of second horizontal supports 10 are also arranged between the two second node groups. The multiple groups of second horizontal supports 10 are arranged along the length direction of the lower chord beam. The second horizontal supports 10 include two cross-arranged second support rods, and both ends of each second support rod are respectively connected to the second node 8 position.

[0054] One or more lifting brackets 14 are respectively arranged on the lower chord rods 7 at the left and right ends of the lower chord beam. The lifting brackets 14 are arranged close to the ends of the lower chord rods 7 to lift the steel truss.

[0055] The front and rear sides of the lower chord beam ( Figure 2 A plurality of second cantilever beams 17 are respectively arranged in the upper and lower directions. The second cantilever beams 17 are perpendicular to the lower chord 7. The plurality of second cantilever beams 17 are evenly arranged along the length direction of the lower chord. The second cantilever beams 17 are coaxial with the second cross beam 9. The first ends of the second cantilever beams 17 are respectively connected to the second node 8 or the lower chord 7. The first ends of the second cantilever beams 17 are rigidly connected to the second node 8 or the lower chord 7 (the web of the second cantilever beam 17 is connected to the second node or the lower chord by high-strength bolts, and the flange plate is welded to the second node or the lower chord). A second connecting beam 19 is also arranged between two adjacent second cantilever beams 17. The second connecting beam 19 is parallel to the lower chord 7. The two ends of the second connecting beam 19 are respectively connected to the second ends of the second cantilever beams 17. A second outrigger beam 18 is also coaxially arranged at the second end of the second cantilever beam 17 at the second node 8. The second outrigger beam 18 is hinged to the second cantilever beam 17.

[0056] The second support rod is made of steel pipe, the lower chord 7 and the second node 8 are made of box steel or H-shaped steel, the second cross beam 9 is made of box steel or H-shaped steel, and the second cantilever beam 17, the third cantilever beam 18 and the second connecting beam 19 are all made of H-shaped steel. The lower chord 7 is rigidly connected to the second cross beam 9, and the second support rod is hinged to the lower chord 7.

[0057] In the height direction of the steel truss, the upper chord 1 and the lower chord 7 are parallel to each other, the upper chord 1 and the lower chord 7 are in the same plane, the first node 2 and the second node 8 are staggered, the first node 2 is a Y-shaped structure, and the second node 8 is a K-shaped structure; in each web member group, the angle between the two web members 11 is 45 to 60 degrees (preferably 47 degrees). In each web member group, a third support rod 12 is arranged between the two web members 11, and the two ends of the third support rod 12 are respectively connected to the two web members 11. The third support rod 12 and the lower chord 7 are parallel to each other, and the third support rod 12 is arranged in the middle or upper middle position of the web member 11 (in the length direction of the steel truss, in the middle web member group, the third support rod is arranged near the top of the web member; in the web member groups on both sides, the third support rod is arranged in the middle of the web member) to strengthen the overall structural strength of the steel truss. In the web member groups on both sides of the steel truss, the bottoms of the web members 11 on the left and right sides are in a suspended state, so as to facilitate the hoisting and lifting of the steel truss. The left and right ends of the steel truss are also provided with vertical struts 13 which are perpendicular to the lower chord 7. The bottom of the vertical struts 13 is rigidly connected or detachably connected to the lower chord 7, and the top of the vertical struts 13 is rigidly connected or detachably connected to the web 11. The vertical struts 13 are used to improve the overall structural strength of the steel truss and prevent the steel truss from deforming during the lifting process. After the steel truss is installed, the vertical struts 13 can be removed from the steel truss structure. The overall length of the steel truss is 40~50m, the width is 20~25m, and the height is 10~15m.

[0058] refer to Figure 3 A connecting column 21 is coaxially arranged at the top of each first node 2 of the upper chord beam, wherein the connecting columns 21 on the left and right sides of the upper chord beam are tapered tube structures with a trapezoidal cross-sectional shape, and the connecting column 21 in the middle of the upper chord beam is a circular tube or square tube structure, and the connecting column 21 is used to connect with the column 22 of the steel frame.

[0059] refer to Figure 4 The steel frame includes multiple parallel frame layers, and adjacent frame layers are connected by columns 22, and the columns 22 and the connecting columns 21 are on the same axis. Figure 5In each layer of the frame, main beams 23 are arranged between two adjacent columns 22 and on the columns 22 at the left and right ends of the frame. In the middle of the frame, the two ends of the main beam 23 are respectively connected to the columns 22 at the left and right ends. At the left and right ends of the frame, one end of the main beam 23 is connected to the column 22, and the other end is used as a cantilever end for connecting to the tower. A plurality of third beams 24 are evenly arranged in parallel along the length direction of the frame layer. The two ends of the third beam 24 are respectively connected to the columns 22, and the third beam 24 is also connected to the main beam 23. Fourth cantilever beams 25 are also arranged on the front and rear sides of the frame layer. The fourth cantilever beam 25 is coaxially arranged with the third beam 24. The first end of the fourth cantilever beam 25 is connected to the column 22 or the main beam 23. A second connecting beam 27 is arranged between adjacent fourth cantilever beams 25, and the two ends of the second connecting beam 27 are respectively connected to the second end of the fourth cantilever beam 25. One or more parallel supporting beams 26 are respectively arranged between adjacent third beams 24 and on the third beams at the left and right ends of the frame layer. At the middle position of the frame layer, both ends of the supporting beam 26 are connected to the third beam 24. At the two ends of the frame layer, the first end of the supporting beam 26 is connected to the third beam 24, and the second end serves as a cantilevered end for connecting to the tower.

[0060] refer to Fig.11 The installation and construction method of the ultra-large span heavy steel corridor according to the exemplary embodiment of the present invention comprises the following steps:

[0061] Step 1: Assemble the steel truss structure on the top floor of the installed corridor at the bottom of the tower according to the design requirements;

[0062] The steel truss structure is assembled on the top floor slab of the installed corridor at the bottom of the tower, and the assembly process includes: after determining the projection surface of the steel truss on the top floor slab of the installed corridor at the bottom of the tower, the assembling cradle is hoisted to the preset positions on the front and rear sides of the top floor slab of the installed corridor for installation, the cradles are distributed at the steel beam positions on the front and rear sides of the installed corridor, and multiple cradles are arranged along the length direction of the steel beam of the installed corridor; after the cradle is installed, the lower chord beam is assembled on the cradle, and after the lower chord beam is assembled, the web member group is installed on the top of the lower chord beam; after the web member group is installed, the upper chord beam is assembled on the top of the web member group; after the upper chord beam is assembled, the second cantilever beam, the second connecting beam and the third cantilever beam are installed on both sides of the lower chord beam, and then the first cantilever beam and the first connecting beam are installed on both sides of the upper chord beam.

[0063] Step 2: Lift the steel truss structure to the preset position of the tower for installation;

[0064] During the construction of the tower, steel columns are installed at the preset installation positions of the super-span heavy steel corridors of each tower, and the steel columns are completed together with the tower. The first corbel 28 and the second corbel 29 are installed at the corresponding positions of the steel columns, and the second corbel 29 is used to connect with the lower chord and the web at both ends of the steel truss. One or two lifting corbels are set on both sides of the first corbel 28, and the setting position of the lifting corbel corresponds to the position of the lifting corbel 14 at both ends of the steel truss. The lifting corbel is welded to the first corbel, and the weld is inspected according to the requirements of equal strength penetration welds and 100% flaw detection. Then, a hydraulic synchronous lifting device is installed on the first corbel 28, a lifter 30 is set on the top of each lifting corbel, a guide frame 31 is set near the lifter 30, the top of the guide frame 31 is 1.5-2m higher than the top of the lifter, the edge of the guide frame deviates from the center of the lifter by 5-10cm, the first end of the steel strand 32 passes through the lifter and bypasses the guide frame, and the second end of the steel strand 32 is connected to the lifting corbel 14 of the steel truss. One or more hydraulic pump source systems are placed at the preset positions of the two towers, and the hydraulic pump source systems are connected to the power supply and the lifter 30.

[0065] The lifting process of the steel truss structure includes trial lifting, hovering, status monitoring and formal lifting. The trial lifting process includes: based on the reaction force value of each lifting point (hoisting bracket) calculated by computer simulation, the steel truss is loaded in stages, and the extension cylinder pressure of the hydraulic lifting system at each lifting point is increased in stages, which is 20%, 40%, 60%, 70%, and 80% of the installation design load in turn; after confirming that there are no abnormalities in each part, continue to load to 90%, 95%, and 100% until the steel truss is completely separated from the tire frame; in the process of graded loading, after each step of graded loading is completed, check the deformation of the upper hanging point (lifting bracket), the lower hanging point (hoisting bracket) structure, the steel truss before and after loading, and the stability of the steel truss; if everything is normal, continue to the next step of graded loading. When the graded loading is completed until the steel truss is about to leave the tire frame, reduce the lifting speed, closely observe the ground clearance of each lower hanging point, and perform "single-point moving" lifting when necessary to ensure that the steel truss is stable off the ground. During the trial lifting process, the steel trusses, temporary lifting measures and lifting equipment systems are observed and monitored to confirm that they meet the simulated working condition calculations and design conditions to ensure the safety of the lifting process.

[0066] After the steel truss leaves the frame by about 150mm, the hoist is locked to make the steel truss hover in the air for 24 hours to release stress, and a comprehensive inspection is carried out on it (including the suspension point structure, load-bearing system and lifting equipment, etc.). After the inspection is correct, it is officially lifted. During the hovering period, in order to ensure the safety of the structure, according to the anti-gust measures, the steel truss is connected to one end of the cable wind rope, and the other end of the cable wind rope is fixed to the ground beam of the tower core tube.

[0067] The process of status inspection of steel truss structure includes: after the deformation of steel truss structure is stable, use measuring instruments to detect the distance from the ground of each hanging point and calculate the relative height difference of each hanging point. Use hydraulic lifting device to lift at a single point and adjust the height of each hanging point to make the steel truss reach the designed posture; use total station to measure the interface of the cantilevered part of the upper chord and lower chord of steel truss, and then measure the interface of the first and second corbels, compare the measurement results and analyze the interface distance.

[0068] The formal lifting process includes: checking the steel truss and synchronous temporary lifting measures. When everything is normal, the formal lifting will be carried out; the adjusted height of each lifting point is used as the new starting position, and the displacement sensor is reset. During the formal lifting process, the steel truss is kept in the adjusted posture until it is lifted to the vicinity of the design elevation (200~300mm from the installation elevation), and the lifting is suspended. During the formal lifting process, the upper and lower hanging points are measured once every 10m, and the posture of the steel truss is adjusted according to the measured data to eliminate the cumulative error in the synchronous lifting process and ensure synchronous lifting; the allowable error between all upper and lower hanging points is ±20mm. When the error between the upper and lower hanging points reaches or approaches the maximum allowable deviation value, the posture of the steel truss is adjusted. During the formal lifting process, the steel strands coming out of the hoist are vertically tilted to the ground through the guide frame. During the sagging of the steel strands, a special person is arranged to monitor the binding to prevent sagging steel strands and the conjoined body from tripping and affecting the lifting.

[0069] During the formal lifting process, the lifting height of the steel truss is fine-tuned due to the need for aerial posture adjustment and installation of rear-mounted rods. Before the fine-tuning begins, the computer synchronous control system is switched from automatic mode to manual mode. The fine-tuning process includes: according to the needs, the hydraulic lifters of each lifting point in the entire hydraulic lifting system are adjusted synchronously (upward or downward), or a single hydraulic lifter is fine-tuned. The fine-motion adjustment accuracy can reach the millimeter level to meet the precision requirements of the steel truss structure installation.

[0070] After lifting into place, each lifting point is adjusted and moved by the computer system to reach the designed position, maintain the air posture of the steel truss, tighten the wind rope, and then monitor the displacement and stress of the steel truss (displacement monitoring uses displacement sensors or total stations, stress monitoring uses stress sensors, and the displacement monitoring points are referenced to Figure 6 , stress monitoring point reference Figure 7); then connect the lower chords on the left and right sides to the second corbel, then connect the upper chords on the left and right sides to the first corbel, and finally connect the webs on the left and right sides to the second corbel (using a connecting rod, one end of the connecting rod is connected to the second corbel, and the other end of the connecting rod is connected to the web), so that the steel truss forms an overall stable force system; the connection method is welding, and the welding temperature is controlled at 16℃~22℃. When welding, follow the principle of single-rod double welding and double-rod single welding to weld symmetrically; after the steel truss is connected to the tower, the upper chord beam and the lower chord beam are supplemented with rods to make the upper chord beam and the lower chord beam completely connected to the tower, and then set the floor deck at the supplemented rod position. After the floor deck is set, the displacement and stress of the steel truss are monitored.

[0071] refer to Figure 6 The black dots in the figure are displacement monitoring points. The figure only shows the monitoring points on one side of the steel truss. The layout of the monitoring points on the other side is the same as that in the figure. The displacement monitoring points are mainly arranged at the second nodes on the left and right sides of the lower chord beam of the truss, the positions of the hoisting brackets on the left and right sides of the lower chord beam, on the lower chord rod in the middle of the lower chord beam, in the middle of the first node in the middle of the upper chord beam, at the ends of the first nodes on the left and right sides of the upper chord beam, and on the connecting columns on the left and right sides of the upper chord beam. Figure 7 The black squares in the figure are stress monitoring points. The stress monitoring points are mainly arranged at the hoisting bracket positions on the left and right sides of the lower chord beam, the middle of each lower chord in the middle of the lower chord beam, the web member groups on the left and right sides of the truss (the top of each web member), the upper chord in the middle of the lower chord beam, the first nodes on the left and right sides of the upper chord beam (the end of the first node, the connection position with the first bracket) and the connecting columns on the left and right sides and the middle of the upper chord beam.

[0072] During the connection of the steel truss, the jack is used for fine adjustment to adjust the gap of each port to the allowable welding gap requirement (20mm~40mm); after the port gap is adjusted in place, the upper chord is fixed by a card plate to prevent the external force from affecting the welding quality during the welding process. The weather temperature is controlled at 20℃ to prevent large temperature stress from being generated during the connection of the steel truss. If the temperature is too low, the temperature stress is calculated before determining the plan. During the connection between the upper chord and the first bracket and the lower chord and the second bracket, the gap error of the butt weld is ±20mm. If the error value is within the range allowed by the process, welding is carried out according to the butt weld process of the steel truss bracket; otherwise, the butt weld is repaired before the butt weld is constructed. The repair process at the joint of the component includes: if the gap is less than 10mm, the straight edge section of the bracket end is trimmed to ensure that the gap is about 15mm; if the gap is about 40mm, welding is carried out according to the 40mm ultra-wide gap welding process compiled before construction.

[0073] After the monitoring results meet the requirements, the lifting equipment is removed, the vertical supports at both ends of the steel truss are removed, and the third support in the web member group is removed; after removal, the steel truss is monitored for displacement and stress.

[0074] Step 3: Divide the columns of the steel frame into sections along the height direction of the steel frame, and set up straight ladders on the side of each section of the column, and the straight ladders are set along the height direction of the column; transport the various components of the completed steel frame to the storage area and wait for lifting; for example, when the steel frame has seven floors, divide the columns into four sections, the height of the first section is 4.2m, and the height of the remaining three sections is 8.4m.

[0075] Step 4: Check the installation status of the steel truss, check the weld quality of the steel truss, set displacement monitoring points and stress monitoring points on the steel truss (the same as the displacement and stress monitoring points in the lifting stage), and measure the coordinates of the monitoring points; then pour concrete on the top of the steel truss (top of the upper chord beam), and retain expansion joints at both ends of the steel truss; after the concrete is poured, monitor the displacement and stress of the steel truss.

[0076] Step 5: Set up guardrails 33 around the steel truss to ensure a safe construction work surface at the steel truss position, and then set up a cantilevered protective net 34 on the outside of the guardrails 33 to prevent falling objects from injuring people; the specific process includes: setting up guardrails 33 around the upper chord beam of the steel truss, and after the guardrails 33 are set up, setting up a cantilevered protective net 34 on the outside of the guardrails 33, the cantilevered protective net 34 is set up obliquely, and the cantilevered protective net 34 is cantilevered out of the steel truss by 2~3m, and its bottom is connected to the bottom of the guardrail 33 by a connector (steel pipe fasteners, steel wire ropes, etc.), and the top is connected to the column 22 at the top of the steel truss by a steel wire rope 35 (reference Figure 8 ).

[0077] Step 6: Hoist the first section of columns to the top of the steel truss, and then install the first section of columns 22 correspondingly at the top of the connecting column 21 at the top of each first node of the upper chord beam; on the left and right sides of the steel truss, the bottom of the first section of columns is sleeved on the connecting column 21, and in the middle position of the steel truss, the bottom of the first section of columns 22 is rigidly connected to the top of the connecting column 21 (high-strength bolts are used at the connection position and then welded), refer to Fig. 9 .

[0078] The hoisting device uses a T600 tower crane with a boom length of 70m. During the hoisting of each component of the steel frame, in order to reduce the time of the longitudinal hoisting trip, a placement platform can be set on the top floor of the steel truss or the installed corridor at the bottom of the tower, and multiple light-weight components can be stacked together. The stacked components are hoisted to the placement platform at one time, and then the components on the placement platform are hoisted to the preset position for installation. During the component hoisting process, in order to improve the hoisting efficiency, two tower cranes are used on the front and back sides of the steel truss for simultaneous hoisting.

[0079] Step 7: Install the first-layer frame on the first-section column 22. After the first-layer frame is installed, lay the floor slab on the first-layer frame, set safety guardrails and cantilevered protection nets around the first-layer frame, and then monitor the displacement and stress of the steel truss. The installation process of the first-layer frame includes: after the main beam 23 is hoisted to the top of the first-section column 22, the main beam 23 (using H-shaped steel) is connected to the column 22. The main beam 23 and the column 22 are connected by high-strength bolts on the web and welded by flange plates. When connecting the main beam 23, pay attention to the direction of the connecting plate on the main beam 23 to ensure that the main beam is facing the central axis of the column 22 to ensure that the third cross beam 24 is installed in place. When installing the main beam 23, an operating platform is set on the column 22 (the operating platform can be installed on the column first, and then hoisted together with the column to the preset position for installation). The height of the operating platform is 1~1.2m lower than the height of the main beam 23. When installing the main beam 23, the operator enters the operating platform from the ladder on the column 22, connects the main beam 23 with the column 22, and after the connection is completed, a safety rope is set in the length direction of the main beam 23, and a horizontal safety net is laid on the main beam cantilevered at both ends of the steel truss between adjacent main beams to ensure construction safety. After the main beam 23 is installed, a hanging basket is set on the main beam 23, and the hanging basket is set at the preset installation position of the third cross beam 24. The bottom elevation of the hanging basket is 1~1.2m lower than the bottom elevation of the third cross beam, so as to facilitate the installation of the third cross beam 24 in the hanging basket. After the hanging basket is installed, the third cross beam 24 is hoisted to the corresponding positions of the main beam 23 and the column 22 for connection. The third cross beam 24 is connected to the main beam 23 by high-strength bolts. When rigid connection is required, the flange plate of the third cross beam 24 is welded to the corresponding plate on the main beam.

[0080] When installing the support beam 26, the support beam 26 is hoisted to the middle of the frame layer and installed at the preset positions on the left and right ends of the frame layer. Before installing the fourth cantilever beam 25, a lifeline (safety rope, set along the length direction of the fourth cantilever beam) is set at the top of the fourth cantilever beam and a U-shaped fixture is set at the bottom to facilitate the laying of a horizontal safety net; before installing the fourth cantilever beam 25, a reflective sheet is set at the second end of the fourth cantilever beam 25. During the hoisting process of the fourth cantilever beam 25, a total station is used to monitor the coordinates of the second end endpoint. When it exceeds the design requirements, the coordinates of the second end of the fourth cantilever beam are adjusted to meet the requirements; the fourth cantilever beam 25 (H-shaped steel) is installed by a tower crane. During the installation process, the elevation of the second end of the fourth cantilever beam 25 is ensured to be 10~15mm higher than the design elevation. During the installation process, the web of the fourth cantilever beam 25 is first connected with high-strength bolts, and then the flange plate of the fourth cantilever beam 25 is welded to the column or main beam. After welding is completed, the tower crane is unhooked. After the fourth cantilever beam 25 is installed, the second connecting beam 27 is installed on the fourth cantilever beams 25 between adjacent fourth cantilever beams 25 and at both ends of the frame layer. The second connecting beam 27 is installed at the second end of the fourth cantilever beam 25. The installation of the second connecting beam 27 and the fourth cantilever beam 25 can also be performed alternately.

[0081] When laying the floor deck on the first frame layer, bolts are used to fix the floor deck on the steel beam of the frame layer. The floor deck adopts TD7-120 floor deck with a thickness of 0.5~1.5mm. Steel trusses 36 are evenly arranged on the board surface (reference Fig.10 ), the distance between adjacent steel bar trusses 36 is 150~200mm.

[0082] Step 8. Hoist the second section of columns 23 to the top of the first section of columns 23 for installation. After the installation is completed, install the second-layer frame in the middle of the second section of columns in the same way as step 7. After the second-layer frame is installed, lay the floor decking on the top of the second-layer frame, and set safety railings and cantilevered protection nets around the second-layer frame.

[0083] Step 9. Install the third-layer frame on top of the second section of columns in the same way as step 7. After the third-layer frame is installed, install and lay the floor decking on the top of the third-layer frame, set up safety railings and cantilevered protection nets around the third-layer frame, and then perform displacement monitoring and stress monitoring on the steel trusses.

[0084] Step 10: Install the remaining steel frame structures in the same manner as steps 8 and 9 until the steel frame structures are installed.

[0085] Step 11: Weld the top of the connecting column at the top of the first node at both ends of the upper chord beam to the bottom of the first section column.

[0086] Step 12: Pour floor concrete from top to bottom for the ultra-large span heavy steel corridor. Monitor the displacement and stress of the steel trusses after each layer is poured.

[0087] The above is only a detailed description of the specific implementation of the present invention, rather than a limitation of the present invention. Various substitutions, modifications and improvements made by those skilled in the relevant art without departing from the principle and scope of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for installing and constructing a super-large span heavy steel corridor, characterized in that: The following steps are involved: Step 1: Assemble the steel truss structure on the top floor of the installed corridor at the bottom of the tower according to the design requirements; Step 2: Lift the steel truss structure to the preset position of the tower for installation; Step 3: Divide the columns of the steel frame into sections along the height direction of the steel frame; transport the various components of the completed steel frame to the storage area and wait for hoisting; Step 4: Check the installation status of the steel truss, check the quality of the welds of the steel truss, measure the coordinates of the displacement monitoring points and stress monitoring points on the steel truss, pour concrete on the top of the steel truss, and monitor the displacement and stress of the steel truss after the concrete is poured; Step 5: Install guardrails around the steel trusses and install cantilevered protective nets outside the guardrails; Step 6: Hoist the columns to the top of the steel truss for installation. Each column is installed on the top of the connecting column at the top of each first node of the upper chord beam. Step 7: Install the frame on the column. After the frame is installed, lay the floor deck on the frame, set up guardrails around the frame, set up cantilevered protection nets outside the guardrails, and then monitor the displacement and stress of the steel truss; Step 8: Hoist the column to be installed to the top of the installed column for installation. After the installation is completed, install the frame in the middle of the column. After the frame is installed, lay the floor deck on the frame, set up guardrails around the frame, and set up a cantilevered protective net on the outside of the guardrails; Step 9: After the frame is installed on the top of the column in step 8, the floor deck is laid on the frame, a guardrail is set around the frame, a cantilevered protective net is set outside the guardrail, and then the displacement and stress of the steel truss are monitored; Step 10: Install the remaining steel frame structures in the same manner as steps 8 and 9 until the steel frame structures are installed; Step 11: Weld the top of the connecting column at the top of the first node at both ends of the upper chord beam to the bottom of the first section column; Step 12: Pour floor concrete from top to bottom for the ultra-large span heavy steel corridor. After each layer is poured, monitor the displacement and stress of the steel truss. The steel truss structure comprises an upper chord beam and a lower chord beam, the upper chord beam and the lower chord beam are parallel to each other, the front and rear sides of the upper chord beam and the lower chord beam are respectively connected by a web member group, a plurality of web member groups are arranged along the length direction of the steel truss, each web member group comprises two web members, the two web members are arranged in a triangular shape, in each web member group, the tops of the two web members are connected to the two legs of the same first node of the upper chord beam, and the bottoms of the two web members are respectively connected to the legs of the two adjacent second nodes of the lower chord beam; a connecting column is coaxially arranged at the top of each first node of the upper chord beam; The steel frame includes multiple parallel frame layers, adjacent frame layers are connected by columns, and the columns and connecting columns are on the same axis; in each frame layer, main beams are arranged between two adjacent columns and on the columns at the left and right ends of the frame, and the two ends of the main beam are respectively connected to the columns at the left and right ends in the middle of the frame layer, and one end of the main beam is connected to the column at the left and right ends of the frame layer, and the other end is used as a cantilever end for connecting to the tower; a plurality of third cross beams are evenly arranged in parallel in the length direction of the frame layer, and the two ends of the third cross beam are respectively connected to the columns, and the third cross beam is also connected to the main beam; A fourth cantilever beam is also provided on the front and rear sides of the frame layer, respectively. The fourth cantilever beam is coaxially arranged with the third cross beam, and the first end of the fourth cantilever beam is connected to the column or the main beam. A second connecting beam is provided between adjacent fourth cantilever beams, and the two ends of the second connecting beam are respectively connected to the second end of the fourth cantilever beam; one or more mutually parallel support beams are respectively provided between adjacent third cross beams and on the third cross beams at the left and right ends of the frame layer, and the two ends of the support beam are connected to the third cross beam at the middle position of the frame layer, and the first end of the support beam is connected to the third cross beam at the two ends of the frame layer, and the second end is used as a cantilever end for connecting with the tower; The connecting columns at the top of the first nodes on the left and right sides of the upper chord beam are conical tubes, and the connecting column at the top of the first node in the middle of the upper chord beam is a round tube or a square tube; In step 6, the installation process of the columns includes: on the left and right sides of the steel truss, the bottom of the columns are sleeved on the connecting columns; In the middle position of the steel truss, the bottom of the column is rigidly connected to the top of the connecting column.

2. The installation and construction method of the ultra-large span heavy steel corridor according to claim 1 is characterized in that: The steel truss structure is assembled on the top floor slab where the corridor has been installed at the bottom of the tower. The assembly process of the steel truss structure includes: after determining the projection surface of the steel truss on the top floor slab where the corridor has been installed at the bottom of the tower, hoisting the tire frame to the preset positions on the front and rear sides of the top floor slab where the corridor has been installed for installation; after the tire frame is installed, assemble the lower chord beam on the tire frame, and after the lower chord beam is assembled, install the web member group on the top of the lower chord beam; after the web member group is installed, assemble the upper chord beam on the top of the web member group; after the upper chord beam is assembled, install the second cantilever beam, the second connecting beam and the third cantilever beam on both sides of the lower chord beam, and then install the first cantilever beam and the first connecting beam on both sides of the lower chord beam.

3. The installation and construction method of the ultra-large span heavy steel corridor according to claim 1 is characterized in that: The step 2 includes trial lifting, hovering, status monitoring, suspending lifting, fine-tuning the lifting points of the steel truss, and connecting the steel truss to the tower.

4. The installation and construction method of the ultra-large span heavy steel corridor according to claim 1 is characterized in that: The step five comprises: setting a guardrail around the upper chord beam of the steel truss. After the guardrail is set, setting a cantilevered protective net on the outside of the guardrail. The cantilevered protective net is set at an angle. The cantilevered protective net cantilevers out of the steel truss by 2 to 3 meters. The bottom of the cantilevered protective net is connected to the bottom of the guardrail by a connector, and the top is connected to the column at the top of the steel truss by a steel wire rope.

5. The installation and construction method of the ultra-large span heavy steel corridor according to claim 1 is characterized in that: In the step seven, the installation process of the frame includes: after the main beam is hoisted to the top of the column, the main beam is connected to the column; when installing the main beam, an operating platform is set on the column, and the height of the operating platform is 1~1.2m lower than the height of the main beam; after the main beam is connected, a safety rope is set in the length direction of the main beam, and a horizontal safety net is laid on the main beams cantilevered between adjacent main beams and at both ends of the steel frame; then a hanging basket is set on the main beam, and the hanging basket is set at the preset installation position of the third beam, and the bottom elevation of the hanging basket is 1~1.2m lower than the bottom elevation of the third beam; after the hanging basket is installed, the third beam is hoisted to the corresponding positions of the main beam and the column for connection.

6. The installation and construction method of the ultra-large span heavy steel corridor according to claim 5 is characterized in that: After the third cross beam is installed, the support beam, the fourth cantilever beam and the second connecting beam are installed; the installation process of the fourth cantilever beam includes: setting a lifeline along the length direction at the top of the fourth cantilever beam and setting a U-shaped fixture at the bottom; setting a reflective sheet at the second end of the fourth cantilever beam; during the hoisting process of the fourth cantilever beam, a total station is used to monitor the endpoint coordinates of the second end of the fourth cantilever beam. When it exceeds the design requirements, the coordinates of the second end of the fourth cantilever beam are adjusted to meet the requirements; during the installation of the fourth cantilever beam, ensure that the elevation of the second end of the fourth cantilever beam is 10~15mm higher than the design elevation. After the fourth cantilever beam is connected to the column or main beam, release the tower crane hook.

7. The installation and construction method of the ultra-large span heavy steel corridor according to any one of claims 1 to 6, characterized in that: When laying the floor deck on the frame, bolts are used to fix the floor deck on the steel beams of the frame layer; the floor deck has a thickness of 0.5-1.5 mm, and steel trusses are evenly arranged on the board surface, with a distance of 150-200 mm between adjacent steel trusses.

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