CN115467421A - A hoisting construction method for complex long-span steel roof - Google Patents

Abstract

The invention provides a hoisting construction method of a complex large-span steel roof, which adopts a method combining software simulation and field construction, builds a BIM model of a structure before construction to simulate the whole construction process, divides a main truss into 11 modules to be prefabricated and assembled on site, then adopts a crawler crane to hoist the steel truss, realizes three-point support of the main truss based on a herringbone column, a jig frame and a main body structure, and simultaneously monitors key parts of the structure, ensures the safety and the installation accuracy of the whole construction process, and solves the problems of construction difficulty and potential safety hazard caused by complex stress form and large construction process difficulty of the large-span space steel truss roof.

Description

A hoisting construction method of complex long-span steel roof

technical field

The invention belongs to the technical field of building construction, and in particular relates to a hoisting and construction method of a complicated large-span steel roof.

Background technique

With the continuous enhancement of comprehensive national strength, my country's construction industry is developing rapidly, and large-scale sports venues are developing in the direction of large spans and light weights, and their structural forms are constantly innovating. Steel truss roofs are more and more used in modern building structures due to their light structure, beautiful appearance, large span, and low steel consumption. However, when constructing a long-span space steel truss roof, due to the complex force of the long-span space steel truss roof structure, the construction process is difficult, and there are difficulties in hoisting, deformation control, and joint installation accuracy. etc.; for this reason, the present invention designs a kind of novel hoisting construction method aiming at the large-span steel roof, comprehensively considers the impact of component segmentation, hoisting order, etc. in the hoisting construction process, and utilizes measuring instruments to measure The steel truss assembly and hoisting process is monitored in real time to solve the construction difficulties and potential safety hazards of the large-span space steel truss roof due to the complex force form and difficult construction process.

Contents of the invention

Aiming at the deficiencies in the prior art, the present invention provides a complex long-span steel truss roof hoisting construction method, which improves the accuracy and construction quality of complex long-span steel truss roof hoisting construction, and ensures safety during construction.

The present invention achieves the above-mentioned technical purpose through the following technical means.

A construction method for hoisting a complex long-span steel roof, comprising the following steps:

Step 1: Establish a BIM model of the steel truss roof and supporting frame, simulate the whole process, and determine the hoisting plan;

Step 2: Hoist the supporting tire frame;

Step 3: Assembling the main truss in sections;

Step 4: Hoist the drainage column and herringbone column to the main structure of the building;

Step 5: Hoist the multiple main truss structures assembled in step 3 to the main structure of the building in sequence, and support them on the supporting tire frames and herringbone columns;

Step 6: Hoist and weld the pressure ring beam between the front ends of adjacent main trusses, and then weld and install the ring structure on the main truss and pressure ring beam;

Step 7: Unload the main truss;

Step 8: Remove the supporting tire frame;

Step 9: After all the supporting tire frames are removed, install the remaining local position rods at the corners of the roof.

Further, the specific process of the step 2 is:

Firstly, pour the concrete foundation on the ground at the installation position of the support tire frame, and set the embedded parts on the top of the concrete foundation. Then continue to hoist 2 to 3 standard sections and non-standard sections on the top of the lattice column on the top of the first section of the lattice column, and then pull the cable wind rope, the wind rope is arranged at 90 degrees, and the anchor point of the wind rope is It is installed on the node of the stand beam and column of the main structure of the building, and is bound with a steel wire rope to form an anchor point.

Further, the non-standard section on the top is provided with a conversion platform, and a sandbox is installed on the conversion platform, and an auxiliary support is arranged on both sides of the sandbox; each support tire frame is provided with 4 wind ropes; each A temporary support tire frame is set at the joints of the pressure ring beam at the end of the main truss.

Further, in the step 3, the main truss is composed of 11 types of components, which are processed by the factory and then transported to the site for assembly, including herringbone columns, cast steel nodes, upper-end herringbone columns, truss tail chords and their webs. Rods, top chords between herringbone columns, top chord webs between herringbone columns, main top chords and their webs of trusses, top chords at truss ends and their webs, end chords, bottom chord round bars of trusses, bottom chord circles of trusses During the assembly process of the pipe web rod, the steel ruler, theodolite, level and total station are used to accurately measure the span, center line, displacement, elevation, and camber, and to detect and correct possible position deviations during assembly in time to ensure Overall assembly accuracy.

Further, the herringbone column is hoisted separately, and the specific assembly process of the remaining components of the main truss is as follows:

Step 3.1: In the open space of the construction site, complete the welding of the main top chord of the truss and its web, the top chord of the truss end and its web;

Step 3.2: On the open space of the construction site, weld the assembled tire frame for placing the main truss, and then weld the cast steel nodes, truss bottom chord round rods, and end chords into a whole, and place them on the assembled tire frame;

Step 3.3: Weld a set of upper gable columns at the end near the head of the cast steel node, then weld and fix the main top chord of the truss with the upper gable column, then weld and fix the top chord at the end of the truss with the main top chord of the truss, and finally Weld and fix the upper chord at the end of the truss with the end chord;

Step 3.4: Weld the truss lower chord round tube webs between the truss main upper chord and the truss lower chord round rod, and between the truss end upper chord and the truss lower chord round rod;

Step 3.5: Weld another set of upper chevron columns at the end near the tail on the cast steel node;

Step 3.6: Weld the upper chord between the herringbone columns between the upper herringbone columns, and weld the upper chord web between the herringbone columns in the upper chord between the herringbone columns;

Step 3.7: Weld the truss tail chord and its web on the outside of a group of upper gable columns near the tail of the main truss;

Step 3.8: Install the walkway in the assembled main truss, and then use the 3D scanning robot to collect the on-site assembly data in time and feed it back to the BIM model for data comparison and analysis, so as to correct the deviation of the components in time.

Further, the specific process of step 4 is:

Set the basin-type rubber bearing at the installation position of the herringbone column on the main structure of the building, and then use the steel plate to temporarily weld the upper bearing plate and the lower bearing plate of the basin-type rubber bearing, and then use the crawler crane to lift the herringbone column It is hoisted to the upper support plate of the basin-type rubber bearing and fixed by welding, then the angle steel is used to temporarily support the herringbone column, and then the drainage column is hoisted to the designed position on the main structure of the building by a crawler crane The installation is fixed.

Further, the bottom of the drainage column is welded with a drainage column ear plate, and the drainage column ear plate and the pre-embedded ear plate on the main structure of the building are first temporarily welded and fixed, and then hot-rolled steel is used for temporary welding on both sides of the drainage column ear plate fixed.

Further, the specific process of step 5 is:

Use the crawler crane to hoist the multiple main truss structures assembled in step 3 to the design position in a clockwise direction to ensure that the front of the main truss is erected on the supporting tire frame, and the lower end of the main truss is placed on the top of the herringbone column. Then weld the joints between the main truss and the herringbone column. After one-third of the weld between the two is filled, the crane unhooks, and then the tail of the main truss is connected to the ear plate of the pin connection point of the main structure of the building. Connection; Among them, during the hoisting process, the end of the main truss, the connection node between the compression ring beam and the main truss, and the connection node between the main truss and the herringbone column are used as installation control points, and corresponding sensors are deployed for real-time monitoring.

Further, the specific process of the step 6 is:

The plane of the steel roof is a centrally symmetrical structure with two mutually perpendicular symmetrical axes. The longer symmetrical axis is called the major axis, and the shorter symmetrical axis is called the minor axis. The middle position of the short axis is hoisted to the sequential partitions of the adjacent roof corners, and welded between the front ends of the adjacent main trusses;

After the pressure ring beam is installed in place and the welding is completed, the radial secondary beam and the circumferential secondary beam are assembled into a whole on the ground, and then the radial secondary beam and the circumferential secondary beam are hoisted as a whole above the main truss and the pressure ring beam, and welded on the On the main truss and pressure ring beam;

Finally, the hoop structure at the four corners of the roof (combination of hoop and radial sub-beams) is closed and welded with the main truss and compression ring beams to form four closing seams.

Further, in the step 7, when the main truss is unloaded, the auxiliary support supporting the top of the tire frame is first removed, and then based on the principle of zonal and graded cycle unloading, the sandbox unloading method is used to unload the main truss to ensure that the main truss is unloaded. The deformation of each level is uniform, and the unloading of each level is carried out according to the predetermined drop release amount, and the whole process is monitored by a total station and a health monitoring unit.

The present invention has following beneficial effect:

The present invention adopts the method of combining software simulation and on-site construction, establishes the BIM model of the structure before construction to simulate the whole construction process, divides the main truss into 11 modules and assembles them on site after prefabrication, and then uses crawler cranes to hoist the steel truss. The three-point support for the main truss is realized based on the herringbone column, tire frame and main structure, and the key parts of the structure are monitored at the same time to ensure the safety of the whole construction process and the accuracy of installation. The invention determines the steel truss hoisting construction scheme based on software simulation results and site conditions, comprehensively considers the influence of component segmentation and hoisting sequence in the hoisting construction process, and uses measuring instruments to monitor the steel truss assembly and hoisting process, so that the final Effectively improve the construction efficiency and construction quality of complex long-span space steel truss roofs, ensure construction safety, and solve the construction difficulties and safety hazards of large-span space steel truss roofs due to complex force forms and difficult construction techniques.

Description of drawings

Figure 1 is a schematic plan view of a large-span steel roof;

Figure 2 is a schematic diagram of the installation of a single main truss;

Figure 3 is a schematic diagram of the installation nodes of the main truss and the compression ring beam;

Fig. 4 is a schematic diagram of a single main truss structure;

Figure 5 is a schematic diagram of the layout of embedded parts in the concrete foundation;

Fig. 6 is a schematic diagram of supporting the hoisting of the tire frame;

Figure 7 is a schematic diagram of the layout of the main support and auxiliary support;

Figure 8 is a schematic diagram of assembly in step 3.2;

Figure 9 is a schematic diagram of assembly in step 3.3;

Figure 10 is a schematic diagram of assembly in step 3.4;

Figure 11 is a schematic diagram of assembly in step 3.5;

Figure 12 is a schematic diagram of assembly in step 3.6;

Figure 13 is a schematic diagram of assembly in step 3.7;

Figure 14 is a schematic diagram of assembling pedestrian walkways;

Figure 15 is a schematic diagram of the temporary support of the herringbone column;

Figure 16 is a schematic diagram of the fixed node of the drainage column;

Figure 17 is a schematic diagram of the hoisting partition and closing joint of the pressure ring beam;

Figure 18 is a schematic diagram of the unloading partition of the main truss;

Fig. 19 is a construction flow chart of the present invention.

In the figure: 1-main truss; 101-herringbone column; 102-cast steel node; 103-upper herringbone column; 104-truss tail chord; 105-top chord between herringbone columns; Rod web; 107-truss main upper chord; 108-truss end upper chord; 109-end chord; 110-truss lower chord round rod; 111-truss lower chord round tube web; Concrete foundation; 202-embedded parts; 203-wind rope; 204-sandbox; 205-auxiliary support; 3-assembled tire frame; 4-walkway; plate; 602-hot-rolled section steel; 7-pressure ring beam; 8-radial secondary beam; 9-circular secondary beam.

detailed description

The present invention will be further described below in conjunction with the accompanying drawings and specific embodiments, but the protection scope of the present invention is not limited thereto.

This embodiment preferably takes the construction of the large-span space steel truss roof of the main stadium of the Kunshan Football Stadium Project as an example to illustrate the scheme, in which the roof mainly consists of 36 cantilevered triangular main trusses 1, the ring structure in the field, and cable-membrane drainage The center of the steel roof field is symmetrical. The geometric plane size is 254.6 meters long in the direction of the long axis and 217.5 meters wide in the direction of the short axis. The 36 main trusses 1 are arranged along the ring direction. The largest is 19 meters, and the smallest distance at the corner is 4.5 meters; the main truss 1 has the same geometric dimensions, the length is 61 meters, the cantilever length is 46.5 meters, and the highest point of the main truss 1 is 44.5 meters from the ground; the 36 main trusses 1 The front end of the unit is connected by the trapezoidal cross-section hoop pressure ring beam 7 and the hoop secondary truss, primary and secondary beams, etc. to form a closed hoop structure; each main truss 1 is correspondingly provided with a drainage column 6, and the external dimensions of the drainage column 6 It is: length 4.75m × width 2.58m × height 0.664m.

The complex large-span steel roof hoisting construction method described in the present invention comprises the following steps:

Step 1: Build a BIM model of the steel truss roof;

Use BIM software to establish the overall model of the steel truss roof and supporting frame 2, and simulate the whole process of hoisting construction, and determine the hoisting construction plan based on the simulation results and the actual situation on site;

Step 2: hoisting support tire frame 2;

A temporary supporting tire frame 2 needs to be installed at the node 7 of the compression ring beam at the end of each main truss 1, a total of 36 towers. The supporting tire frame 2 is composed of multi-section lattice columns; Pour C30 concrete foundation 201 on the ground at the installation position of support tire frame 2. The height of concrete foundation 201 is 500mm. Embedded parts are installed on the top of concrete foundation 201. After the strength of concrete foundation 201 meets the requirements, use a 200t crawler crane to lift the first section The 12m-high lattice column is placed on the concrete foundation 201 and fixed by welding with the embedded parts 202; then continue to hoist 2 to 3 lattice column standard sections and the top non-standard section on the top of the first lattice column, and then pull the cable Wind rope 203, every supporting tire frame 2 is provided with 4 wind ropes 203, arranged at 90 degrees, the anchor point of wind rope 203 is arranged on the node of the stand beam and column of the main structure, and is bound with steel wire rope to form anchor point; A conversion platform is arranged on the non-standard section at the top of the tire frame 2, and a sandbox 204 is installed on the conversion platform, and an auxiliary support 205 is respectively arranged on both sides of the sandbox 204.

Step 3: Assemble the steel truss in sections;

Refer to the model simulation analysis results in step 1 to obtain the theoretical deformation size of the main truss 1, reconstruct the three-dimensional model of the main truss 1, and split each main truss 1 into 11 types of components (herringbone Column 101, cast steel node 102, upper herringbone column 103, truss tail chord 104 and its web, herringbone column top chord 105, herringbone column top chord web 106, truss main top chord 107 and its web Rods, truss end upper chords 108 and their webs, end chords 109, truss lower chord round rods 110, truss lower chord round tube webs 111), are processed by the factory and transported to the site for assembly; during the assembly process, use The steel ruler, theodolite, level and total station can accurately measure the span, center line, displacement, elevation and camber, and detect and correct the possible position deviation during assembly in time to ensure the overall assembly accuracy. The specific assembly method is as follows :

Step 3.1: Complete the welding of the truss main top chord 107 and its webs, the truss end top chord 108 and its webs on the open space of the construction site;

Step 3.2: On the open space of the construction site, weld the assembled tire frame 3 for placing the main truss 1, then weld the cast steel node 102, the truss lower chord round bar 110, and the end chord 109 into a whole, and place them on the assembled tire frame rack 3;

Step 3.3: Weld a set of upper gable columns 103 at the end of the cast steel node 102 close to the head, and then hoist the truss main top chord 107 and its web member welded in step 3.1 to the designated installation position, and the truss main top chord The rod 107 is welded and fixed to the upper herringbone column 103, and then the upper chord 108 at the end of the truss and its web member welded in step 3.1 are hoisted to the designated installation position, and the upper chord 108 at the end of the truss is welded to the main upper chord 107 of the truss Fixing, and finally the upper chord 108 at the end of the truss and the end chord 109 are welded and fixed;

Step 3.4: Weld the truss lower chord round tube webs 111 between the truss main upper chord 107 and the truss lower chord round rod 110, and between the truss end upper chord 108 and the truss lower chord round rod 110;

Step 3.5: Weld another set of upper-end chevron columns 103 on the cast steel node 102 near the end;

Step 3.6: Weld the upper chords 105 between the upper herringbone columns 103, and weld the upper chord webs 106 between the upper chords between the herringbone columns 105;

Step 3.7: welding the tail chord 104 of the truss and its web on the outside of a group of upper gable columns 103 near the tail of the main truss 1;

Step 3.8: Install relevant auxiliary structures in the assembled main truss 1, that is, the walkway 4 (removed after the subsequent main truss 1 is hoisted); then use a 3D scanning robot to collect on-site assembly data in time and feed them back to the model for data comparison Analysis, so as to timely rectify components;

Step 4: hoisting the herringbone column 101 and the drainage column 6;

The hoisting of the herringbone column 101 adopts on-site hoisting. Firstly, a basin-type rubber bearing is installed at the installation position of the herringbone column 101 on the main structure of the building. Welding, and then temporarily weld the upper bearing plate and the lower bearing plate of the basin rubber bearing with a steel plate of 12mm or more (the temporary fixed steel plate will be removed after the subsequent main truss 1 is completely hoisted);

Then use a 200t crawler crane to hoist the herringbone column 101 to the upper bearing plate of the basin-type rubber bearing, and fix it by welding, and then use angle steel 5 to temporarily support the herringbone column 101 to ensure the stability of the herringbone column 101 ;

Then, use a 200t crawler crane to hoist the drainage column 6 to the designed position on the main structure of the building and install and fix it. The bottom of the drainage column 6 is welded with a drainage column ear plate 601, and the drainage column ear plate 601 is connected to the pre-installed part on the main structure of the building. The ear plate is temporarily welded and fixed, and the two sides of the ear plate 601 of the drainage column are in contact with the pre-embedded ear plate. The length of the weld on each side is 100mm, and the welding angle is 25mm. Temporary welding and fixing of hot-rolled section steel 602;

Step 5: hoisting of the main truss 1;

Roof single main truss 1 is hoisted off-site, and the 36 main trusses 1 assembled in step 3 are hoisted clockwise to the design position using a 600t crawler crane to ensure that the front of main truss 1 is erected on supporting tire frame 2 Above, the two protrusions at the lower end of the main truss 1 are placed on the top of the herringbone column 101 arranged in step 4, and then the welding construction is carried out at the connection node between the main truss 1 and the herringbone column 101, and the weld between the two is filled three times. After one-third, the crane loosens the hook; then connects the tail of the main truss 1 with the ear plate of the pin connection point of the main structure of the building; The connection node between the main truss 1 and the herringbone column 101 is used as the installation control point, and corresponding sensors are deployed for real-time monitoring;

During hoisting, 4 lifting points are set on each main truss 1, each lifting point is welded with hoisting lugs, and two of the lifting points are designed to connect with the truss main upper chord 107 at the upper end of the truss 10 near the bow At the node, the other two lifting points are designed at the node connecting the main top chord 107 of the truss and the top chord 108 at the end of the truss;

Step 6: hoisting the pressure ring beam 7;

Since the steel roof of the football field is a centrally symmetrical structure with two mutually perpendicular symmetrical axes, in this embodiment the longer symmetrical axis is called the major axis, and the shorter symmetrical axis is called the minor axis; the compression ring beam 7 Carry out hoisting according to the sequence from the middle position of the major axis and the minor axis to the corner of the adjacent roof (area A, area B, area C, area D), and weld it between the front ends of the adjacent main truss 1; After the pressure ring beam 7 is installed in place and the welding is completed, the radial secondary beam 8 and the circumferential secondary beam 9 are assembled into a whole on the ground, and then the radial secondary beam 8 and the circumferential secondary beam 9 are integrally hoisted to the main truss 1 and the top of the pressure ring beam 7, welded to the main truss 1 and the pressure ring beam 7;

Finally, the hoop structure at the four corners of the roof (combination of hoop beam and radial beam) is welded together with the main truss 1 and ring beam 7, and the seams of the roof are set symmetrically as shown in Figure 17. position, a total of four closing joints are set; the arrows in Figure 17 indicate the hoisting direction of the pressure ring beam 7.

Step 7: Main truss 1 is unloaded;

First remove the auxiliary support 205 supporting the top of the tire frame 2, and then unload the main truss 1 by adopting a partitioned and graded cycle unloading method: each main truss 1 is regarded as an axis, and the numbers in Figure 18 represent The supporting tire frame 2 in each unloading area, the arrow in Figure 18 indicates the unloading direction), the A-2/36 axis extension line (or A-2/18 axis extension line) is the dividing line, dividing two unloading areas (Zone 1 and Zone 2), the sand box 204 sand discharge and unloading method is adopted, and the two zones start from the middle section of the A-2/9 axis and the A-2/27 axis to unload synchronously and symmetrically in stages at both ends, ensuring that the main truss 1 The deformation after unloading is uniform, and each level of unloading is carried out according to the predetermined drop release amount, and the whole process is monitored by a total station and a health monitoring unit;

Step 8: Remove the supporting tire frame 2;

After all the main trusses 1 are unloaded, remove the supporting frame 2 sequentially from top to bottom. Firstly, use a truck crane to remove the top conversion platform and non-standard joints, remove the cable wind rope 203, and then use a truck crane to remove 2 to 3 standard joints. , then hang the first section of the lattice column, cut the connection between the first section of the lattice column and the concrete foundation 201, lift the first section of the lattice column, and finally break the concrete foundation 201.

Step 9: Partial member installation;

After all the unloading of the support tire frame 2 is completed, the corresponding local position rods of the circumferential substructure are installed at the four corners of the roof to avoid adverse effects of structural deformation on the force of the circumferential substructure during the unloading process.

The described embodiment is a preferred implementation of the present invention, but the present invention is not limited to the above-mentioned implementation, without departing from the essence of the present invention, any obvious improvement, replacement or modification that those skilled in the art can make Modifications all belong to the protection scope of the present invention.

Claims (10)

1. A hoisting construction method for a complex large-span steel roof is characterized by comprising the following steps:

step 1: building a BIM model of the steel truss roof and the supporting jig frame (2), simulating the whole process, and determining a hoisting scheme;

step 2: hoisting a supporting jig frame (2);

and step 3: assembling the main truss (1) in sections;

and 4, step 4: hoisting the drainage column (6) and the herringbone column (101) to the building main body structure;

and 5: sequentially hoisting the multi-truss structure assembled in the step (3) to a building main body structure, and supporting the multi-truss structure on a supporting jig frame (2) and a herringbone column (101);

step 6: hoisting and welding the compression ring beam (7) between the front ends of the adjacent main trusses (1), and then welding and installing a ring-shaped structure on the main trusses (1) and the compression ring beam (7);

and 7: unloading the main truss (1);

and 8: dismantling the support jig frame (2);

and step 9: and after the supporting jig frame (2) is completely dismantled, installing other local position rod pieces at the corner of the roof.

2. The hoisting construction method for the complex long-span steel roof as claimed in claim 1, wherein the specific process of the step 2 is as follows:

firstly, a concrete foundation (201) is poured on the ground at the installation position of a supporting jig frame (2), an embedded part is arranged at the top of the concrete foundation (201), after the strength of the concrete foundation (201) meets the requirement, a first section of lattice column is hoisted to the concrete foundation (201) by using a crawler crane and is welded and fixed with the embedded part (202), then 2-3 sections of lattice column standard sections and top non-standard sections are continuously hoisted at the top of the first section of lattice column, then a cable rope (203) is pulled, the cable rope (203) is arranged at 90 degrees, the anchoring point of the cable rope (203) is arranged on the node of a stand beam and a stand column of a building main body structure, and the anchoring point is formed by binding of steel wire ropes.

3. The hoisting construction method for the complex large-span steel roof as claimed in claim 2, wherein the top nonstandard sections are provided with conversion platforms, the conversion platforms are provided with sandboxes (204), and two sides of the sandboxes (204) are respectively provided with an auxiliary support (205); 4 wind-pulling ropes (203) are arranged on each supporting jig frame (2); and a temporary supporting jig frame (2) is arranged at the node of the end pressure ring beam (7) of each main truss (1).

4. The hoisting construction method for the complex large-span steel roof as claimed in claim 1, wherein in step 3, the main truss (1) is composed of 11 types of members, and is transported to the site for assembly after being processed by the factory, and comprises a herringbone post (101), a cast steel node (102), an upper end herringbone post (103), a truss tail chord (104) and a web member thereof, an upper chord (105) between the herringbone posts, an upper chord web member (106) between the herringbone posts, a main truss upper chord (107) and a web member thereof, an upper chord (108) and a web member thereof at the truss end, an end chord (109), a lower chord (110) and a lower chord (111), and during the assembly, span, theodolite, a leveling instrument and a total station are used for accurately measuring displacement, elevation and camber of the central line, and position deviation which may occur during the assembly is found and corrected in time, so as to ensure the overall accuracy.

5. The hoisting construction method of the complex large-span steel roof as claimed in claim 4, wherein the herringbone columns (101) are hoisted independently, and the specific assembling process of the other components of the main truss (1) is as follows:

step 3.1: welding a main upper chord (107) and a web member thereof, and an upper chord (108) at the end part of the truss and the web member thereof on the air ground of a construction site;

step 3.2: welding an assembling jig frame (3) on the air and ground of a construction site, then welding a cast steel node (102), a truss lower chord round rod (110) and an end head chord member (109) into a whole, and placing the whole on the assembling jig frame (3);

step 3.3: welding a group of upper herringbone columns (103) at one end of a cast steel node (102) close to the head part, welding and fixing a main upper chord (107) of the truss and the upper herringbone columns (103), welding and fixing an upper chord (108) at the end part of the truss and the main upper chord (107) of the truss, and finally welding and fixing the upper chord (108) at the end part of the truss and an end chord (109);

step 3.4: welding truss lower chord circular tube web members (111) between a truss main upper chord member (107) and a truss lower chord circular rod (110) and between a truss end upper chord member (108) and the truss lower chord circular rod (110);

step 3.5: welding another group of upper herringbone columns (103) at one end of the cast steel node (102) close to the tail part;

step 3.6: welding herringbone column upper chords (105) between the herringbone columns between the upper end herringbone columns (103), and welding herringbone column upper chord member web members (106) in the herringbone column upper chords (105);

step 3.7: welding truss tail chord members (104) and web members thereof at the outer sides of a group of upper end herringbone columns (103) close to the tail part of the main truss (1);

step 3.8: and (3) installing a pedestrian passageway (4) in the assembled main truss (1), then adopting a three-dimensional scanning robot to collect field assembly data in time and feed the field assembly data back to the BIM model for data comparison and analysis, and thus correcting the deviation of the component in time.

6. The hoisting construction method for the complex long-span steel roof as claimed in claim 1, wherein the specific process of the step 4 is as follows:

herringbone post (101) mounted position department on building subject structure sets up basin formula rubber support, then adopt the steel sheet to carry out interim welding with basin formula rubber support's upper bracket board and lower bolster board, then utilize crawler crane to hoist herringbone post (101) to basin formula rubber support's upper bracket board on, and fixed through welding mode, then adopt angle steel (5) to carry out interim support to herringbone post (101), then, utilize crawler crane to hoist drainage post (6) to the structural design position department of building subject and install fixedly.

7. The hoisting construction method for the complex large-span steel roof as claimed in claim 6, wherein the bottom of the drainage column (6) is welded with a drainage column ear plate (601), the drainage column ear plate (601) and the embedded ear plate on the main structure of the building are temporarily welded and fixed, and then the hot rolled section steel (602) is adopted to temporarily weld and fix the two sides of the drainage column ear plate (601).

8. The hoisting construction method for the complex long-span steel roof as claimed in claim 1, wherein the concrete process of the step 5 is as follows:

sequentially hoisting a plurality of main truss (1) structures assembled in the step (3) to a design position in a clockwise direction by using a crawler crane, ensuring that the front parts of the main trusses (1) are erected on a supporting jig frame (2), arranging the lower ends of the main trusses (1) at the tops of the herringbone columns (101) in a protruding mode, performing welding construction at the connecting nodes of the main trusses (1) and the herringbone columns (101), loosening hooks of the crane after one third of welding seams between the main trusses and the herringbone columns are filled, and then connecting the tail parts of the main trusses (1) with pin shaft connecting point ear plates of a building main structure; in the hoisting process, the end of the main truss (1), the connecting node of the pressure ring beam (7) and the main truss (1), and the connecting node of the main truss (1) and the herringbone column (101) are used as installation control points, and corresponding sensors are arranged for real-time monitoring.

9. The hoisting construction method for the complex long-span steel roof as claimed in claim 1, wherein the concrete process of the step 6 is as follows:

the steel roof plane is a central symmetrical structure, two symmetrical axes which are vertical to each other are arranged, the symmetrical axis with longer length is used as a long axis, the symmetrical axis with shorter length is used as a short axis, the press ring beam (7) is hoisted in a partitioning mode from the middle position of the long axis and the short axis to the corner of the adjacent roof, and the press ring beam is welded between the front ends of the adjacent main trusses (1);

after the pressure ring beam (7) is installed in place and welded, the radial secondary beam (8) and the annular secondary beam (9) are assembled into a whole on the ground, then the radial secondary beam (8) and the annular secondary beam (9) are integrally hoisted to the positions above the main truss (1) and the pressure ring beam (7), and the radial secondary beam and the annular secondary beam are welded and connected to the main truss (1) and the pressure ring beam (7);

and finally, the annular structures (the annular secondary beams and the radial secondary beams are combined) at the four corners of the roof are welded with the main truss (1) and the compression ring beams (7) in a folding mode to form four folding seams.

10. The hoisting construction method of the complex long-span steel roof according to claim 3, characterized in that in the step 7, when the main truss (1) is unloaded, the auxiliary support (205) at the top of the supporting jig frame (2) is firstly removed, then the unloading of the main truss (1) is carried out by adopting a sand discharging unloading method of a sandbox (204) based on a subarea grading circulation unloading principle, so as to ensure uniform deformation of the unloaded main truss (1), each stage of unloading is carried out according to a preset descending release amount, and the whole process is monitored by adopting a total station to cooperate with a health monitoring unit.

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