CN115467421B - Hoisting construction method for complex large-span steel roof - Google Patents
Hoisting construction method for complex large-span steel roof Download PDFInfo
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- CN115467421B CN115467421B CN202211195657.9A CN202211195657A CN115467421B CN 115467421 B CN115467421 B CN 115467421B CN 202211195657 A CN202211195657 A CN 202211195657A CN 115467421 B CN115467421 B CN 115467421B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/36—Bearings or like supports allowing movement
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
- E04B7/08—Vaulted roofs
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B2001/3577—Extraordinary methods of construction, e.g. lift-slab, jack-block prefabricating a building and moving it as a whole to the erection site
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B2001/3588—Extraordinary methods of construction, e.g. lift-slab, jack-block using special lifting or handling devices, e.g. gantries, overhead conveying rails
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- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention provides a complex large-span steel roof hoisting construction method, which adopts a method combining software simulation and site construction, builds a BIM model of a structure before construction to simulate the whole construction process, divides a main truss into 11 modules, assembles the modules on site after prefabrication is completed, 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, 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 high construction process difficulty of the large-span space steel truss roof.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a hoisting construction method for a complex large-span steel roof.
Background
With the continuous enhancement of comprehensive national force, the building industry of China rapidly develops, large-scale stadiums develop towards a large span and light weight, and the structural form is continuously innovated. Steel truss roofs are increasingly being used in modern building structures because of their lightweight construction, aesthetic appearance, large spans, reduced steel usage, etc. However, when the construction is performed on the large-span space steel truss roof, the construction process difficulty is high because the stress condition of the large-span space steel truss roof is complex, and the technical problems of difficult hoisting, difficult control of deformation, difficult control of node installation accuracy and the like exist; therefore, the novel hoisting construction method for the large-span steel truss roof is designed, influences of component segmentation, hoisting sequence and the like in the hoisting construction process are comprehensively considered, and meanwhile, the steel truss assembling and hoisting processes are monitored in real time by using a measuring instrument, so that the problems of construction difficulty and potential safety hazard caused by complex stress form and high construction process difficulty of the large-span steel truss roof are solved.
Disclosure of Invention
Aiming at the defects existing in the prior art, the invention provides a complex large-span steel roof hoisting construction method, which improves the accuracy and construction quality of the complex large-span steel truss roof hoisting construction and ensures the safety during the construction.
The present invention achieves the above technical object by the following technical means.
A complex large-span steel roof hoisting construction method comprises the following steps:
step 1: building BIM models of a steel truss roof and a supporting jig frame, performing overall process simulation, and determining a hoisting scheme;
step 2: hoisting a supporting jig frame;
step 3: sectional assembly of the main truss;
step 4: hoisting the drainage column and the herringbone column to a main structure of the building;
step 5: sequentially hoisting the multiple main truss structures assembled in the step 3 onto a main building structure, and supporting the multiple main truss structures on a supporting jig frame and a herringbone column;
step 6: hoisting and welding the compression ring beams between the front ends of adjacent main trusses, and then welding a mounting annular structure on the main trusses and the compression ring beams;
step 7: unloading the main truss;
step 8: dismantling the supporting jig frame;
step 9: and after the supporting jig frame is completely dismantled, installing other partial position rods at the corner of the roof.
Further, the specific process of the step 2 is as follows:
firstly, pouring a concrete foundation on the ground at the mounting position of a supporting jig, arranging an embedded part at the top of the concrete foundation, hoisting a first section of lattice column to the concrete foundation by using a crawler crane after the strength of the concrete foundation meets the requirement, welding and fixing the first section of lattice column and the embedded part, hoisting 2-3 sections of standard sections and top non-standard sections of the lattice column at the top of the first section of lattice column, then pulling and arranging cable ropes, arranging the cable ropes at 90 degrees, arranging cable rope anchoring points on stand beams and stand column nodes of a main building structure, and binding by using steel wires to form anchoring points.
Further, conversion platforms are arranged on the top non-standard sections, sand boxes are arranged on the conversion platforms, and two auxiliary supports are respectively arranged on two sides of each sand box; 4 wind-collecting ropes are arranged on each supporting jig frame; a temporary supporting jig frame is arranged at the joint of each main truss end compression ring beam.
Further, in the step 3, the main truss is composed of 11 types of components, and is transported to the site for assembly after being processed by a factory, and the components comprise a herringbone column, a cast steel node, an upper herringbone column, a truss tail chord member and a web member thereof, an upper chord member between herringbone columns, a truss main upper chord member and a web member thereof, a truss end upper chord member and a web member thereof, an end chord member, a truss lower chord round member and a truss lower chord round tube web member.
Further, the herringbone columns are independently hoisted, and the specific assembling process of the rest members of the main truss is as follows:
step 3.1: welding the main upper chord member and the web members thereof of the truss on the empty space of the construction site;
step 3.2: welding an assembly jig frame for placing a supporting main truss on a construction site open space, and then welding cast steel joints, truss lower chord round bars and end chord members into a whole and placing the whole on the assembly jig frame;
step 3.3: welding a group of upper herringbone posts at one end, close to the head, of the cast steel node, then welding and fixing a truss main upper chord with the upper herringbone posts, welding and fixing a truss end upper chord with the truss main upper chord, and finally welding and fixing the truss end upper chord with the end chord;
step 3.4: welding truss lower chord circular tube web members between the truss main upper chord member and the truss lower chord circular member and between the truss end upper chord member and the truss lower chord circular member;
step 3.5: welding another group of upper herringbone posts at one end, close to the tail, of the cast steel node;
step 3.6: an inter-herringbone column upper chord member is welded between the herringbone columns at the upper end, and an inter-herringbone column upper chord web member is welded in the inter-herringbone column upper chord member;
step 3.7: welding a tail chord member and a web member thereof on the outer side of a group of upper herringbone posts near the tail of the main truss;
step 3.8: and installing a pedestrian passageway in the assembled main truss, then adopting a three-dimensional scanning robot to timely acquire field assembly data and feeding the field assembly data back to the BIM model for data comparison analysis, so as to timely correct the deviation of the component.
Further, the specific process of the step 4 is as follows:
the method comprises the steps that a basin-type rubber support is arranged at the installation position of a herringbone column on a building main body structure, then an upper support plate and a lower support plate of the basin-type rubber support are temporarily welded through a steel plate, then the herringbone column is hoisted to the upper support plate of the basin-type rubber support through a crawler crane and fixed in a welding mode, then angle steel is adopted to temporarily support the herringbone column, and then a drainage column is hoisted to the design position on the building main body structure through the crawler crane and is installed and fixed.
Further, drain post otic placodes are welded to drain post bottom, and drain post otic placodes and the pre-buried otic placodes on the building major structure are first fixed in a temporary welding way, then adopt hot rolled shaped steel to carry out the temporary welded fastening in drain post otic placodes both sides.
Further, the specific process of the step 5 is as follows:
sequentially hoisting the multiple main truss structures assembled in the step 3 to a designed position by using a crawler crane according to the clockwise direction, ensuring that the front part of the main truss is erected on a supporting jig frame, arranging a bulge at the lower end of the main truss at the top of a herringbone column, performing welding construction at a joint of the main truss and the herringbone column, loosening a hook of a crane after one third of welding seams between the main truss and the herringbone column are filled, and connecting the tail part of the main truss with a pin shaft connecting point lug plate of a building main structure; in the hoisting process, the joint of the end head of the main truss, the compression ring beam and the main truss and the joint of the main truss and the herringbone column are used as installation control points, and corresponding sensors are arranged for real-time monitoring.
Further, the specific process of the step 6 is as follows:
the steel roof plane is of a central symmetrical structure and is provided with two symmetrical shafts which are perpendicular to each other, the symmetrical shaft with a longer length is called a long shaft, the symmetrical shaft with a shorter length is called a short shaft, the compression ring beam is hoisted in a zoning manner according to the sequence from the middle position of the long shaft and the short shaft to the corner of the adjacent roof, and the compression ring beam is welded between the front ends of the adjacent main trusses;
after the compression ring beam is installed in place and welded, assembling the radial secondary beam and the annular secondary beam into a whole on the ground, and then integrally hoisting the radial secondary beam and the annular secondary beam to the upper parts of the main truss and the compression ring beam, and welding and connecting the radial secondary beam and the annular secondary beam to the main truss and the compression ring beam;
and finally, folding and welding the annular structures (the combination of the annular secondary beams and the radial secondary beams) at the four corners of the roof with the main truss and the compression ring beam to form four folding seams.
Further, in the step 7, when the main truss is unloaded, firstly, the auxiliary support at the top of the supporting jig frame is removed, then, based on the principle of partition grading circulation unloading, the main truss is unloaded by adopting a sandbox sand discharging unloading method, the deformation uniformity of the main truss after unloading is ensured, 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 and a health monitoring unit.
The invention has the following beneficial effects:
the invention adopts a method combining software simulation and site construction, builds a BIM model of the structure before construction to simulate the whole construction process, divides a main truss into 11 modules to be prefabricated, assembles the modules on site, 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, monitors key parts of the structure, and ensures the safety and the installation accuracy of the whole construction process. According to the invention, the steel truss hoisting construction scheme is determined based on the software simulation result and the site situation, the influences of component segmentation, hoisting sequence and the like in the hoisting construction process are comprehensively considered, and meanwhile, the steel truss assembling and hoisting processes are monitored by using a measuring instrument, so that the construction efficiency and the construction quality of the complex large-span space steel truss roof are finally and effectively improved, the construction safety is ensured, and the problems of construction difficulty and potential safety hazard caused by complex stress form and high construction process difficulty of the large-span space steel truss roof are solved.
Drawings
FIG. 1 is a schematic plan view of a large-span steel roof;
FIG. 2 is a schematic view of a single truss main installation;
FIG. 3 is a schematic view of a main truss and press ring beam mounting node;
FIG. 4 is a schematic view of a single truss structure;
FIG. 5 is a schematic view of an arrangement of embedments within a concrete foundation;
FIG. 6 is a schematic view of a support jig lifting;
FIG. 7 is a schematic diagram of a main strut and secondary strut arrangement;
FIG. 8 is a schematic diagram of the assembly in step 3.2;
FIG. 9 is a schematic diagram of the assembly in step 3.3;
FIG. 10 is a schematic diagram of the assembly in step 3.4;
FIG. 11 is a schematic diagram of the assembly in step 3.5;
FIG. 12 is a schematic view of the assembly in step 3.6;
FIG. 13 is a schematic view of the assembly in step 3.7;
FIG. 14 is a schematic diagram of a pedestrian passageway assembly;
FIG. 15 is a schematic view of a temporary support for a herringbone column;
FIG. 16 is a schematic view of a drain column fixed node;
FIG. 17 is a schematic view of a lifting partition and a folding seam of a compression ring beam;
FIG. 18 is a schematic diagram of a main truss offloading section;
fig. 19 is a construction flow chart according to the present invention.
In the figure: 1-a main truss; 101-herringbone columns; 102-cast steel nodes; 103-upper end herringbone columns; 104-truss tail chords; 105-an upper chord between the herringbone posts; 106-an upper chord web member between the herringbone columns; 107-truss main upper chords; 108-upper chord at truss end; 109-end chords; 110-truss lower chord round bar; 111-truss lower chord round tube web members; 2-supporting a jig frame; 201-a concrete foundation; 202-an embedded part; 203-wind ropes; 204-sandboxes; 205-a secondary support; 3-assembling the jig frame; 4-pedestrian walkways; 5-angle steel; 6-draining water column; 601-drainage post ear plate; 602-hot rolling the section steel; 7-pressing ring beams; 8-radial secondary beams; 9-annular secondary beams.
Detailed Description
The invention will be further described with reference to the drawings and the specific embodiments, but the scope of the invention is not limited thereto.
The embodiment is preferably explained by taking the construction of a large-span space steel truss roof of a kunshan football field project main stadium as an example, wherein the roof mainly comprises 36 cantilever triangular main trusses 1, an in-field annular structure, cable membrane drainage columns and the like, the steel roof field is centrosymmetric, the geometric plane dimension is 254.6 m long in the long axis direction, 217.5 m wide in the short axis direction, the 36 truss main trusses 1 are arranged along the annular direction, the distance between adjacent truss endpoints in the middle of the long axis is 19 m, the distance between adjacent truss endpoints in the middle of the long axis is 4.5 m, and the distance between adjacent truss endpoints in the corner is the smallest; the geometric dimensions of the main trusses 1 are the same, the length is 61 meters, the overhanging length is 46.5 meters, and the highest point of the main truss 1 is 44.5 meters away from the ground; the front ends of the 36 truss main truss 1 units are connected through a trapezoid cross section annular pressing ring beam 7, an annular secondary truss, a main secondary beam and the like to form a closed annular structure; each main truss 1 is correspondingly provided with a drainage column 6, and the external dimension of the drainage column 6 is as follows: 4.75m long by 2.58m wide by 0.664m high.
The invention relates to a hoisting construction method for a complex large-span steel roof, which comprises the following steps:
step 1: building a BIM model of a steel truss roof;
building an integral model of the steel truss roof and the supporting jig frame 2 by adopting BIM software, performing overall process simulation of hoisting construction, and determining a hoisting construction scheme based on simulation results and on-site actual conditions;
step 2: hoisting the supporting jig frame 2;
a temporary supporting jig frame 2 is arranged at the joint of the end pressing ring beam 7 of each main truss 1, and the total is 36, and the supporting jig frame 2 is formed by assembling a plurality of lattice columns; when the supporting jig frame 2 is hoisted, firstly, a C30 concrete foundation 201 is poured on the ground at the installation position of the supporting jig frame 2, the height of the concrete foundation 201 is 500mm, an embedded part is arranged at the top of the concrete foundation 201, and after the strength of the concrete foundation 201 meets the requirement, a lattice column with the height of 12m of a first section is hoisted to the concrete foundation 201 by using a 200t crawler crane and welded and fixed with the embedded part 202; then hoisting 2-3 standard sections and top non-standard sections of the lattice columns on the top of the first lattice column, then pulling and arranging cable ropes 203, arranging 4 cable ropes 203 on each supporting jig frame 2 at 90 degrees, arranging anchor points of the cable ropes 203 on nodes of a stand beam and a stand column of a main structure, and binding by using steel wire ropes to form anchor points; a conversion platform is arranged on a non-standard section at the top of each supporting jig frame 2, a sand box 204 is arranged on the conversion platform, and two auxiliary supports 205 are respectively arranged on two sides of the sand box 204.
Step 3: sectional assembly of steel truss;
obtaining the deformation theoretical size of the main truss 1 by referring to the model simulation analysis result in the step 1, reconstructing a three-dimensional model of the main truss 1, splitting each main truss 1 into 11 types of components (a herringbone column 101, a cast steel node 102, an upper end herringbone column 103, a truss tail chord 104 and a web member thereof, an inter-herringbone column upper chord 105, an inter-herringbone column upper chord web member 106, a truss main upper chord 107 and a web member thereof, a truss end upper chord 108 and a web member thereof, an end chord 109, a truss lower chord round member 110 and a truss lower chord round tube web member 111) according to different forms of the arched components, and conveying the components to a site for assembly after the processing of a factory; in the assembly process, the span, the center line, the displacement, the elevation and the camber are accurately measured by using the steel ruler, the theodolite, the level gauge and the total station, and the position deviation possibly occurring during assembly is timely found and corrected, so that the overall assembly precision is ensured, and the specific assembly method is as follows:
step 3.1: welding the truss main upper chord 107 and the web members thereof and the truss end upper chord 108 and the web members thereof on the construction site open space;
step 3.2: welding an assembly jig frame 3 for placing a supporting main truss 1 on a construction site open space, and then welding cast steel joints 102, truss lower chord round bars 110 and end chord members 109 into a whole and placing the whole on the assembly jig frame 3;
step 3.3: welding a group of upper herringbone posts 103 at one end, close to the head, of the cast steel node 102, hoisting the truss main upper chord 107 and the web members thereof which are welded in the step 3.1 to a designated installation position, welding and fixing the truss main upper chord 107 and the upper herringbone posts 103, hoisting the truss end upper chord 108 and the web members thereof which are welded in the step 3.1 to the designated installation position, welding and fixing the truss end upper chord 108 and the truss main upper chord 107, and finally welding and fixing the truss end upper chord 108 and the end chord 109;
step 3.4: welding truss lower chord circular tube web members 111 between the truss main upper chord 107 and the truss lower chord circular member 110, and between the truss end upper chord 108 and the truss lower chord circular member 110;
step 3.5: welding another group of upper herringbone posts 103 at one end, close to the tail, of the cast steel node 102;
step 3.6: an inter-herringbone column upper chord member 105 is welded between the herringbone columns 103 at the upper end, and an inter-herringbone column upper chord web member 106 is welded in the inter-herringbone column upper chord member 105;
step 3.7: welding a truss tail chord 104 and web members thereof outside a group of upper end herringbone posts 103 near the tail of the main truss 1;
step 3.8: installing related auxiliary structures, namely a pedestrian passageway 4 (dismantling after the subsequent hoisting of the main truss 1) in the assembled main truss 1; then a three-dimensional scanning robot is adopted to timely acquire field assembly data and feed back the field assembly data into a model for data comparison analysis, so that component correction is timely carried out;
step 4: lifting the herringbone column 101 and the drainage column 6;
the lifting of the herringbone column 101 is carried out in-situ, a basin-type rubber support is arranged at the installation position of the herringbone column 101 on a building main body structure, wherein a lower support plate of the basin-type rubber support is welded with a pre-embedded plate of the building main body structure, and then a steel plate with the thickness of more than 12mm is adopted to carry out temporary welding on an upper support plate and a lower support plate of the basin-type rubber support (the temporarily fixed steel plate is removed after the subsequent whole lifting of the main truss 1 is completed);
then hoisting the herringbone column 101 onto an upper support plate of the basin-type rubber support by using a 200t crawler crane, fixing the herringbone column 101 in a welding mode, and temporarily supporting the herringbone column 101 by adopting angle steel 5 to ensure the stability of the herringbone column 101;
then, hoisting the drainage column 6 to a designed position on a building main body structure by using a 200t crawler crane, and installing and fixing, wherein a drainage column lug plate 601 is welded at the bottom of the drainage column 6, the drainage column lug plate 601 and an embedded lug plate on the building main body structure are temporarily welded and fixed at first, the two sides of the drainage column lug plate 601, which are in contact with the embedded lug plate, are respectively 100mm in length and 25mm in welding angle, and then hot rolled section steel 602 is adopted at the two sides of the drainage column lug plate 601 for temporary welding and fixing;
step 5: hoisting the main truss 1;
hoisting the roof single-truss 1 outside a field, hoisting the 36-truss main truss 1 assembled in the step 3 to a designed position sequentially by using a 600t crawler crane, ensuring that the front part of the main truss 1 is erected on a supporting jig frame 2, placing two bulges at the lower end of the main truss 1 on the tops of the herringbone posts 101 arranged in the step 4, welding at the joint of the main truss 1 and the herringbone posts 101, and loosening a hook of a crane after one third of welding seams between the main truss 1 and the herringbone posts 101 are filled; then the tail part of the main truss 1 is connected with a pin shaft connecting point lug plate of the building main body structure; in the hoisting process, the end head of the main truss 1, the connection node of the compression ring beam 7 and the main truss 1 and the connection 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;
during hoisting, 4 hoisting points are arranged on each truss main girder 1, hoisting lug plates are welded at the positions of the hoisting points, wherein two hoisting points are designed at the connecting joint of the upper end herringbone posts 10 close to the head and the truss main upper chord member 107, and the other two hoisting points are designed at the connecting joint of the truss main upper chord member 107 and the truss end upper chord member 108;
step 6: hoisting the pressing ring beam 7;
because the football field steel roof is of a central symmetrical structure and is provided with two symmetrical shafts which are perpendicular to each other, the symmetrical shaft with a longer length is called a long shaft, and the symmetrical shaft with a shorter length is called a short shaft; hoisting the ring pressing beams 7 from the middle positions of the long shaft and the short shaft to the adjacent corner parts of the roof in sequence in the areas (A area, B area, C area and D area) and welding the ring pressing beams between the front ends of the adjacent main trusses 1; after the compression 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, and then the radial secondary beam 8 and the annular secondary beam 9 are integrally hoisted above the main truss 1 and the compression ring beam 7 and are welded and connected to the main truss 1 and the compression ring beam 7;
finally, the annular structures (combination of annular secondary beams and radial secondary beams) at four corners of the roof are folded and welded with the main truss 1 and the compression ring beam 7, and the folding joints of the roof are arranged at symmetrical positions as shown in figure 17, and four folding joints are arranged in total; the arrow in fig. 17 indicates the hoisting direction of the press ring beam 7.
Step 7: unloading the main truss 1;
firstly, removing an auxiliary support 205 on the top of the supporting jig frame 2, and then unloading the main truss 1 by adopting a partition grading circulation unloading mode: taking each main truss 1 as an axis, taking an A-2/36 axis extension line (or an A-2/18 axis extension line) in a graph 18 (the numerical numbers in the graph 18 represent support jig frames 2 in each unloading area, the arrow in the graph 18 represents the unloading direction) as a boundary, dividing two unloading areas (1 area and 2 area), adopting a sandbox 204 sand discharge unloading method, and synchronously and symmetrically grading and circularly unloading the two areas from the middle sections of the A-2/9 axis and the A-2/27 axis to the two ends respectively, so as to ensure that the deformation of the main truss 1 is uniform after unloading, each stage of unloading is carried out according to a preset descending release amount, and the whole process adopts a total station to cooperate with a health monitoring unit for whole-course monitoring;
step 8: removing the supporting jig frame 2;
after all main trusses 1 are unloaded, the supporting jig frame 2 is sequentially removed from top to bottom, the top conversion platform and the non-standard section are removed by using an automobile crane, the cable ropes 203 are removed, then the standard sections 2-3 are removed by using the automobile crane, then the first section of lattice column is lifted, the first section of lattice column is lifted away after the connection between the first section of lattice column and the concrete foundation 201 is cut, and finally the concrete foundation 201 is broken.
Step 9: installing a partial rod piece;
after the supporting jig frame 2 is completely unloaded, corresponding partial position rods of the annular secondary structure are installed at four corners of the roof, so that adverse effects of structural deformation on the stress of the annular secondary structure in the unloading process are avoided.
The examples are preferred embodiments of the present invention, but the present invention is not limited to the above-described embodiments, and any obvious modifications, substitutions or variations that can be made by one skilled in the art without departing from the spirit of the present invention are within the scope of the present invention.
Claims (4)
1. A complex large-span steel roof hoisting construction method is characterized by comprising the following steps:
step 1: building a BIM model of a steel truss roof and a supporting jig frame (2), performing overall process simulation, and determining a hoisting scheme;
step 2: hoisting a supporting jig frame (2);
step 3: the main truss (1) is assembled in a segmented way;
step 4: hoisting the drainage column (6) and the herringbone column (101) to a main structure of a building;
step 5: hoisting the multi-truss main truss (1) structure assembled in the step 3 to a main building structure in sequence, and supporting the multi-truss main truss structure on a supporting jig frame (2) and a herringbone column (101);
step 6: hoisting and welding the press ring beams (7) between the front ends of adjacent main trusses (1), and then welding the installation annular structures on the main trusses (1) and the press ring beams (7);
step 7: unloading the main truss (1);
step 8: removing the supporting jig frame (2);
step 9: after the whole supporting jig frame (2) is removed, installing other partial position rods at the corner of the roof;
the specific process of the step 2 is as follows:
firstly, pouring a concrete foundation (201) on the ground at the installation position of a supporting jig frame (2), arranging an embedded part at the top of the concrete foundation (201), hoisting a first section of lattice column to the concrete foundation (201) by using a crawler crane after the strength of the concrete foundation (201) meets the requirement, welding and fixing the first section of lattice column and the embedded part (202), hoisting 2-3 sections of standard sections and top non-standard sections of the lattice column at the top of the first section of lattice column, and then pulling and arranging cable ropes (203), wherein the cable ropes (203) are arranged at 90 degrees, and the anchor points of the cable ropes (203) are arranged on stand beams and stand column nodes of a main structure of a building and are bound by steel wires to form anchor points; conversion platforms are arranged on the top non-standard sections, sand boxes (204) are arranged on the conversion platforms, and auxiliary supports (205) are respectively arranged on two sides of each sand box (204); 4 wind-collecting ropes (203) are arranged on each supporting jig frame (2); a temporary supporting jig frame (2) is arranged at the joint of the end pressing ring beam (7) of each main truss (1);
in the step 3, the main truss (1) is composed of 11 types of components, and is transported to the site for assembly after being processed by a factory, and comprises a herringbone column (101), a cast steel node (102), an upper end herringbone column (103), a truss tail chord member (104) and web members thereof, a herringbone column upper chord member (105), a herringbone column upper chord member (106), a truss main upper chord member (107) and web members thereof, a truss end upper chord member (108) and web members thereof, an end chord member (109), a truss lower chord round member (110) and a truss lower chord round tube web member (111), wherein in the assembly process, the accurate measurement of the span, the center line, the displacement, the elevation and the camber is performed by utilizing a steel ruler, a theodolite, a level gauge and a total station, and the possible position deviation during assembly is found and corrected in time, so that the integral assembly accuracy is ensured;
the herringbone column (101) is independently hoisted, and the specific assembling process of the rest components of the main truss (1) is as follows:
step 3.1: welding the truss main upper chord (107) and the web members thereof and the truss end upper chord (108) and the web members thereof on the construction site air-ground;
step 3.2: welding an assembly jig frame (3) on a construction site space, and then welding cast steel joints (102), truss lower chord round bars (110) and end chord members (109) into a whole and placing the whole on the assembly jig frame (3);
step 3.3: welding a group of upper herringbone posts (103) at one end, close to the head, of the cast steel node (102), then welding and fixing a truss main upper chord (107) and the upper herringbone posts (103), then welding and fixing a truss end upper chord (108) and the truss main upper chord (107), and finally welding and fixing the truss end upper chord (108) and the end chord (109);
step 3.4: welding truss lower chord circular tube web members (111) between the truss main upper chord member (107) and the truss lower chord circular rod (110) and between the truss end upper chord member (108) and the truss lower chord circular rod (110);
step 3.5: welding another group of upper herringbone posts (103) at one end, close to the tail, of the cast steel node (102);
step 3.6: an inter-herringbone column upper chord member (105) is welded between the herringbone columns (103) at the upper end, and an inter-herringbone column upper chord web member (106) is welded in the inter-herringbone column upper chord member (105);
step 3.7: welding a truss tail chord member (104) and a web member thereof outside a group of upper end herringbone posts (103) close to the tail of the main truss (1);
step 3.8: installing a pedestrian passageway (4) in the assembled main truss (1), then adopting a three-dimensional scanning robot to timely acquire field assembly data and feeding the field assembly data back to a BIM model for data comparison analysis, so as to timely correct the deviation of the components;
the specific process of the step 4 is as follows:
setting a basin-type rubber support at the installation position of a herringbone column (101) on a building main body structure, temporarily welding an upper support plate and a lower support plate of the basin-type rubber support by adopting a steel plate, hoisting the herringbone column (101) to the upper support plate of the basin-type rubber support by utilizing a crawler crane, fixing the herringbone column by adopting a welding mode, temporarily supporting the herringbone column (101) by adopting an angle steel (5), and hoisting a drainage column (6) to the design position on the building main body structure by utilizing the crawler crane and installing and fixing the drainage column;
drainage post (6) bottom welding has drainage post otic placode (601), and drainage post otic placode (601) is first fixed with the pre-buried otic placode on the building major structure temporarily welded, then adopts hot rolled shaped steel (602) to carry out the temporary welded at drainage post otic placode (601) both sides.
2. The method for hoisting and constructing the complex large-span steel roof according to claim 1, wherein the specific process of the step 5 is as follows:
sequentially hoisting the multiple main trusses (1) assembled in the step 3 to a designed position by using crawler cranes according to the clockwise direction, ensuring that the front part of the main trusses (1) are erected on a supporting jig frame (2), arranging the lower end protrusions of the main trusses (1) at the tops of the herringbone posts (101), performing welding construction at the connecting joints of the main trusses (1) and the herringbone posts (101), loosening hooks of a crane after one third of welding seams between the main trusses (1) are filled, and connecting the tail parts of the main trusses (1) with pin shaft connecting point lug plates of a building main body structure; in the hoisting process, the end head of the main truss (1), the joint of the compression ring beam (7) and the main truss (1) and the joint of the main truss (1) and the herringbone column (101) are used as installation control points, and corresponding sensors are distributed for real-time monitoring.
3. The method for hoisting and constructing the complex large-span steel roof according to claim 1, wherein the specific process of the step 6 is as follows:
the plane of the steel roof is of a central symmetrical structure, two symmetrical shafts which are perpendicular to each other are adopted, the symmetrical shaft with longer length is adopted as a long shaft, the symmetrical shaft with shorter length is adopted as a short shaft, the ring pressing beam (7) is hoisted in a zoning manner according to the sequence from the middle position of the long shaft and the short shaft to the corner of the adjacent roof, and the ring pressing beam is welded between the front ends of the adjacent main trusses (1);
after the compression ring beam (7) is installed in place and welded, assembling the radial secondary beam (8) and the annular secondary beam (9) into a whole on the ground, and then integrally hoisting the radial secondary beam (8) and the annular secondary beam (9) to the positions above the main truss (1) and the compression ring beam (7), and welding and connecting the radial secondary beam (8) and the annular secondary beam (9) on the main truss (1) and the compression ring beam (7);
and finally, folding and welding the annular structures (the combination of the annular secondary beams and the radial secondary beams) at the four corners of the roof, the main truss (1) and the compression ring beam (7) to form four folding seams.
4. The method for hoisting and constructing the complex large-span steel roof according to claim 1, wherein in the step 7, when the main truss (1) is unloaded, firstly, the auxiliary support (205) at the top of the supporting jig frame (2) is removed, then, based on a principle of partitioned grading circulation unloading, the main truss (1) is unloaded by adopting a sand box (204) sand discharging unloading method, the deformation of the main truss (1) after unloading is ensured to be uniform, 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 in cooperation with a health monitoring unit.
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| CN116623964B (en) * | 2023-07-25 | 2023-11-28 | 北京城建集团有限责任公司 | Reverse construction method of large-span variable-curvature roof |
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