CN115467421A - Hoisting construction method for complex large-span steel roof - Google Patents
Hoisting construction method for complex large-span steel roof Download PDFInfo
- Publication number
- CN115467421A CN115467421A CN202211195657.9A CN202211195657A CN115467421A CN 115467421 A CN115467421 A CN 115467421A CN 202211195657 A CN202211195657 A CN 202211195657A CN 115467421 A CN115467421 A CN 115467421A
- Authority
- CN
- China
- Prior art keywords
- truss
- main
- herringbone
- welding
- hoisting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
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
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 develops rapidly, large stadiums develop in the direction of large span and light weight, and the structural form is continuously innovated. Steel truss roofs are increasingly used in modern building structures because of their advantages of light structure, attractive appearance, large span, and low steel consumption. However, when the large-span space steel truss roof is constructed, the construction process is difficult due to the complex stress condition of the large-span space steel truss roof structure, and the technical problems of difficult hoisting, difficult control of deformation, difficult control of node installation accuracy and the like exist; therefore, the invention designs a novel hoisting construction method for the large-span steel roof, comprehensively considers the influences of member segmentation, hoisting sequence and the like in the hoisting construction process, and simultaneously monitors the assembling and hoisting processes of the steel truss in real time by using a measuring instrument so as to solve the problems of construction difficulty and potential safety hazard caused by complex stress form and large construction process difficulty of the large-span spatial steel truss roof.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides the hoisting construction method of the complex large-span steel roof, which improves the accuracy and construction quality of the hoisting construction of the complex large-span steel truss roof and ensures the safety during the construction.
The present invention achieves the above technical objects by the following technical means.
A hoisting construction method for a complex large-span steel roof comprises the following steps:
step 1: building a BIM model of the steel truss roof and the support jig frame, simulating the whole process, and determining a hoisting scheme;
step 2: hoisting a support jig;
and step 3: assembling the main truss in sections;
and 4, step 4: hoisting the drainage column and the herringbone column to a building main body structure;
and 5: sequentially hoisting the multi-truss main truss structure assembled in the step (3) to a building main body structure, and supporting the multi-truss main truss structure on a supporting jig frame and a herringbone column;
step 6: hoisting and welding the compression ring beams between the front ends of the adjacent main trusses, and then welding and installing annular structures on the main trusses and the compression ring beams;
and 7: unloading the main truss;
and 8: dismantling the supporting jig;
and step 9: and after the supporting jig frame is completely dismantled, installing other local position rod pieces at the corner of the roof.
Further, the specific process of step 2 is as follows:
firstly, pouring a concrete foundation on the ground at the installation position of a support jig frame, arranging an embedded part on the top of the concrete foundation, hoisting a first section of latticed 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 latticed column and the embedded part, then continuing hoisting 2-3 sections of standard sections and top nonstandard sections of the latticed column on the top of the first section of latticed column, pulling a cable rope which is arranged at 90 degrees, binding the anchoring points of the cable rope on the nodes of a stand beam and an upright column of a main structure of a building, and binding the cable rope to form the anchoring points.
Furthermore, conversion platforms are arranged on the top nonstandard sections, sandboxes are arranged on the conversion platforms, and two auxiliary supports are arranged on two sides of each sandbox; 4 wind-pulling ropes are arranged on each supporting jig frame; and a temporary supporting jig frame is arranged at the node of the end compression ring beam of each main truss.
Further, in the step 3, the main truss is composed of 11 types of members, is transported to the site for splicing after being processed by a factory and comprises a herringbone column, a cast steel node, an upper end herringbone column, a truss tail chord member and a web member thereof, an upper chord member between the herringbone columns, a truss main upper chord member and a web member thereof, an upper chord member and a web member at the end part of the truss, an end chord member, a truss lower chord round member and a truss lower chord round tube web member, and in the splicing process, a steel ruler, a theodolite, a leveling instrument and a total station are used for accurately measuring the span, the central line, the displacement, the elevation and the camber, so that the position deviation which possibly occurs in the splicing process is found and corrected in time, and the overall splicing precision is ensured.
Further, the herringbone columns are independently hoisted, and the concrete assembling process of the other members of the main truss is as follows:
step 3.1: welding the main upper chord member and the web member thereof, the upper chord member 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 for placing and supporting a main truss on a construction site air ground, welding a cast steel node, a truss lower chord round rod and an end chord member into a whole, and placing the cast steel node, the truss lower chord round rod and the end chord member on the assembling jig frame;
step 3.3: welding a group of upper herringbone columns at one end of the cast steel node close to the head part, welding and fixing the main upper chord member of the truss and the upper herringbone columns, welding and fixing the upper chord member at the end part of the truss and the main upper chord member of the truss, and finally welding and fixing the upper chord member at the end part of the truss and the end chord member;
step 3.4: web members of the truss lower chord circular tube are welded between the truss main upper chord member and the truss lower chord circular rod and between the truss end upper chord member and the truss lower chord circular rod;
step 3.5: welding another group of upper end herringbone columns at one end of the cast steel node close to the tail part;
step 3.6: welding an upper chord member between the herringbone columns at the upper end, and welding an upper chord member web member between the herringbone columns in the upper chord member between the herringbone columns;
step 3.7: welding truss tail chord members and web members thereof outside a group of upper end herringbone columns close to the tail of the main truss;
step 3.8: and (3) installing a pedestrian passageway in the assembled main truss, then adopting a three-dimensional scanning robot to timely acquire field assembly data and feed the field assembly data back to the BIM model for data comparison and analysis, and further timely correcting the deviation of the component.
Further, the specific process of step 4 is as follows:
the herringbone post mounting position department on the building main body structure sets up basin formula rubber support, then adopts the steel sheet to carry out interim welding with basin formula rubber support's upper bracket board and lower bolster board, then utilizes the crawler crane to hoist the herringbone post to basin formula rubber support's upper bracket board on, and it is fixed through the welding mode, then adopts the angle steel to carry out interim support to the herringbone post, then, utilizes the crawler crane to hoist the drainage post to the structural design position department of building main body and installation fix.
Furthermore, a drainage column ear plate is welded at the bottom of the drainage column, the drainage column ear plate and the embedded ear plate on the building main body structure are temporarily welded and fixed, and then hot rolled section steel is adopted on two sides of the drainage column ear plate for temporary welding and fixing.
Further, the specific process of step 5 is as follows:
sequentially hoisting the multi-truss main truss structure assembled in the step 3 to a designed position clockwise by using a crawler crane, ensuring that the front part of the main truss is erected on a supporting jig frame, the lower end of the main truss is convexly placed on the top of the herringbone column, performing welding construction at the connecting node of the main truss and the herringbone column, completing one third of welding seam filling between the main truss and the herringbone column, loosening a hook of a crane, and then connecting the tail part of the main truss with a pin shaft connecting point ear plate of a building main structure; in the hoisting process, the end heads of the main truss, the connecting nodes of the compression ring beam and the main truss and the connecting nodes of the main truss and the herringbone columns are used as installation control points, and corresponding sensors are arranged for real-time monitoring.
Further, the specific process of step 6 is as follows:
the steel roof plane is a central symmetrical structure and is provided with two mutually perpendicular symmetrical shafts, the symmetrical shaft with longer length is called a long shaft, the symmetrical shaft with shorter length is called a short shaft, the compression ring beam is hoisted in a partitioning mode 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, splicing the radial secondary beam and the annular secondary beam into a whole on the ground, integrally hoisting the radial secondary beam and the annular secondary beam above 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, the circumferential structures (the circumferential secondary beams and the radial secondary beams are combined) at the four corners of the roof are welded with the main truss and the compression ring beams in a folding manner 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 support jig frame is removed, then, based on a subarea grading circulation unloading principle, the unloading of the main truss is carried out by adopting a sandbox sand discharge unloading method, so that the uniform deformation 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:
according to the method, a method combining software simulation and field construction is adopted, a BIM model of the structure is established before construction to simulate the whole construction process, a main truss is divided into 11 modules to be prefabricated and then assembled on site, then a steel truss is hoisted by adopting a crawler crane, three-point support for the main truss is realized based on a herringbone column, a jig frame and a main body structure, meanwhile, the key parts of the structure are monitored, and the safety and the installation accuracy of the whole construction process are ensured. The construction method determines the steel truss hoisting construction scheme based on the software simulation result and the field condition, comprehensively considers the influences of member segmentation, hoisting sequence and the like in the hoisting construction process, and simultaneously monitors the assembly and hoisting process of the steel truss by using the measuring instrument, thereby finally effectively improving the construction efficiency and the construction quality of the complex large-span space steel truss roof, ensuring the construction safety, and solving 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.
Drawings
FIG. 1 is a schematic plan view of a large span steel roof;
FIG. 2 is a schematic view of installation of a single-truss main truss;
FIG. 3 is a schematic view of a main truss and compression ring beam mounting node;
FIG. 4 is a schematic view of a single-truss main truss structure;
FIG. 5 is a schematic view of the arrangement of embedded parts in a concrete foundation;
FIG. 6 is a schematic view of the hoisting of the support jig;
FIG. 7 is a schematic view of the arrangement of the main support and the auxiliary support;
FIG. 8 is a schematic assembly diagram in step 3.2;
FIG. 9 is a schematic illustration of the assembly in step 3.3;
FIG. 10 is a schematic assembly diagram of step 3.4;
FIG. 11 is a schematic assembly diagram of step 3.5;
FIG. 12 is a schematic illustration of the assembly in step 3.6;
FIG. 13 is a schematic assembly diagram of step 3.7;
FIG. 14 is a schematic illustration of pedestrian walkway assembly;
FIG. 15 is a schematic view of temporary support of a herringbone post;
FIG. 16 is a schematic view of a drainage column fixed node;
FIG. 17 is a schematic view of a compression ring beam hoisting partition and a folding seam;
FIG. 18 is a schematic view of the primary truss offloading zone;
FIG. 19 is a flow chart of the construction process according to the present invention.
In the figure: 1-a main truss; 101-herringbone columns; 102-cast steel joints; 103-upper end herringbone columns; 104-truss tail chord; 105-upper chord members between the herringbone columns; 106-web member of upper chord member between herringbone columns; 107-truss main upper chord; 108-truss end upper chord; 109-end chord; 110-truss lower chord round bar; 111-truss lower chord round tube web members; 2-supporting the jig frame; 201-concrete foundation; 202-embedded parts; 203-cable wind rope; 204-sandbox; 205-a secondary support; 3, assembling a jig frame; 4-pedestrian passage; 5-angle steel; 6-drainage column; 601-drainage post ear plate; 602-hot rolling the section steel; 7-a ring compression beam; 8-radial secondary beam; 9-ring-shaped secondary beam.
Detailed Description
The invention will be further described with reference to the following figures and specific examples, without limiting the scope of the invention thereto.
In the embodiment, the scheme is preferably described by taking the construction of a large-span space steel truss roof for a Kunshan football field project main breeding field 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 meters long in the long axis direction, 217.5 meters wide in the short axis direction, the 36 main trusses 1 are arranged in an annular manner, the distance between the end points of the adjacent trusses in the middle of the long axis is the largest and is 19 meters, and the distance between the corner parts is the smallest and is 4.5 meters; the main trusses 1 are identical in geometric dimension, 61 m in length, 46.5 m in cantilever length and 44.5 m away from the ground at the highest point of the main trusses 1; the front ends of 36 main truss units 1 are connected through annular compression ring beams 7 with trapezoidal sections, annular secondary trusses, main and secondary beams and the like to form a closed annular structure; each main truss 1 is correspondingly provided with a drainage column 6, and the external dimensions of the drainage column 6 are as follows: length 4.75m by width 2.58m by height 0.664m.
The invention relates to a hoisting construction method of a complex large-span steel roof, which comprises the following steps:
step 1: building a BIM (building information modeling) model of the steel truss roof;
building an integral model of the steel truss roof and the support jig frame 2 by using BIM software, simulating the whole hoisting construction process, and determining a hoisting construction scheme based on a simulation result and the actual situation on site;
and 2, step: hoisting the supporting jig frame 2;
a temporary support jig frame 2 is required to be arranged at the joint of the end compression ring beam 7 of each main truss 1, 36 temporary support jig frames are required in total, and the support jig frames 2 are formed by splicing multiple sections 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 200t crawler crane is used for hoisting a first section of latticed column with the height of 12m to the concrete foundation 201 and welding and fixing the latticed column with the embedded part 202; then 2-3 latticed column standard sections and top non-standard sections are hoisted on the top of the first latticed column continuously, then cable ropes 203 are pulled, 4 wind holding ropes 203 are arranged on each supporting jig frame 2 and are arranged at 90 degrees, the anchoring points of the wind holding ropes 203 are arranged on the nodes of the main structure stand beams and the upright columns, and the anchoring points are bound by steel wire ropes to form anchoring points; a conversion platform is arranged on the non-standard section at the top of each support jig frame 2, sandboxes 204 are mounted on the conversion platforms, and two secondary supports 205 are arranged on two sides of each sandbox 204.
And step 3: assembling the steel truss in sections;
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 upper chord 105 between herringbone columns, an upper chord web member 106 between herringbone columns, 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 rod 110 and a truss lower chord round tube web member 111) according to different forms of the arched components, and conveying the components to the site for splicing after the components are processed in a factory; in the assembling process, a steel ruler, a theodolite, a level gauge and a total station are utilized to accurately measure span, central line, displacement, elevation and camber, position deviation which possibly occurs in assembling is found and corrected in time, and the integral assembling precision is ensured, wherein the specific assembling method comprises the following steps:
step 3.1: welding the main upper chord 107 and the web members thereof, and the upper chord 108 and the web members thereof at the end part of the truss on the air ground of the construction site;
step 3.2: welding an assembling jig frame 3 for placing a supporting main truss 1 on a construction site air ground, welding a cast steel node 102, a truss lower chord round bar 110 and an end chord 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, close to the head, of the cast steel node 102, then hoisting the main upper chord 107 and the web members thereof of the truss welded in the step 3.1 to a specified mounting position, welding and fixing the main upper chord 107 of the truss and the upper herringbone columns 103, then hoisting the upper chord 108 and the web members thereof of the truss end welded in the step 3.1 to the specified mounting position, welding and fixing the upper chord 108 of the truss end and the main upper chord 107 of the truss, and finally welding and fixing the upper chord 108 of the truss end and the end chord 109;
step 3.4: truss lower chord circular tube web members 111 are welded 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 columns 103 at one end of the cast steel node 102 close to the tail part;
step 3.6: an upper chord 105 between the herringbone columns is welded between the herringbone columns 103 at the upper ends, and an upper chord web member 106 between the herringbone columns is welded in the upper chord 105 between the herringbone columns;
step 3.7: welding truss tail chord members 104 and web members thereof outside a group of upper end herringbone posts 103 close to the tail part of the main truss 1;
step 3.8: installing a related auxiliary structure, namely a pedestrian passageway 4, in the assembled main truss 1 (dismantling is carried out after the subsequent main truss 1 is hoisted); then, a three-dimensional scanning robot is adopted to collect field assembly data in time and feed the data back to the model for data comparison and analysis, so that component deviation correction is carried out in time;
and 4, step 4: hoisting the herringbone columns 101 and the drainage columns 6;
the herringbone columns 101 are hoisted in a field, firstly, a basin-type rubber support is arranged at the installing position of the herringbone columns 101 on a main structure of a building, wherein a lower support plate of the basin-type rubber support is welded with a pre-embedded plate of the main structure of the building, and then an upper support plate and a lower support plate of the basin-type rubber support are temporarily welded by adopting a steel plate with the thickness of more than 12mm (the temporarily fixed steel plate is removed after all subsequent main trusses 1 are hoisted);
then hoisting the herringbone columns 101 to an upper support plate of the basin-type rubber support by using a 200t crawler crane, fixing the herringbone columns by welding, and then temporarily supporting the herringbone columns 101 by using angle steel 5 to ensure the stability of the herringbone columns 101;
then, hoisting the drainage column 6 to a design position on a building main body structure by using a 200t crawler crane, 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, the length of a weld joint on each side is 100mm, a weld angle is 25mm, and then the two sides of the drainage column lug plate 601 are temporarily welded and fixed by using hot-rolled section steel 602;
and 5: hoisting a main truss 1;
hoisting the single roof truss 1 outside the field, hoisting the 36 assembled roof trusses 1 assembled in the step 3 to a designed position in sequence in a clockwise direction by utilizing a 600t crawler crane, ensuring that the front part of the main truss 1 is erected on the supporting jig 2, placing two bulges at the lower end of the main truss 1 on the top of the herringbone column 101 arranged in the step 4, performing welding construction at a connecting node of the main truss 1 and the herringbone column 101, and loosening a crane hook after one third of welding seam between the main truss 1 and the herringbone column 101 is filled; then connecting the tail part of the main truss 1 with a pin shaft connecting point ear plate of a building main body structure; in the hoisting process, the end head 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 monitoring in real time;
during hoisting, 4 hoisting points are arranged on each main truss 1, a hoisting ear plate is welded at the position of each hoisting point, two hoisting points are arranged at the connecting nodes of the upper herringbone columns 10 close to the head and the main upper chords 107 of the truss, and the other two hoisting points are arranged at the connecting nodes of the main upper chords 107 of the truss and the upper chords 108 at the end parts of the truss;
and 6: hoisting the compression ring beam 7;
because the steel roof of the football court is of a central symmetrical structure and has two mutually perpendicular symmetrical axes, the symmetrical axis with longer length is called a long axis, and the symmetrical axis with shorter length is called a short axis; hoisting the compression ring beam 7 from the middle position of the long shaft and the short shaft to the corner of the adjacent roof in a partitioning manner (area A, area B, area C and area D), and welding the compression ring beam between the front ends of the adjacent main trusses 1; after the pressure ring beam 7 is installed in place and welded, splicing the radial secondary beam 8 and the annular secondary beam 9 into a whole on the ground, integrally hoisting the radial secondary beam 8 and the annular secondary beam 9 to the positions above the main truss 1 and the pressure ring beam 7, and welding and connecting the radial secondary beam 8 and the annular secondary beam to the main truss 1 and the pressure ring beam 7;
finally, the circumferential structures (the circumferential secondary beams and the radial secondary beams are combined) at the four corners of the roof are folded and welded with the main truss 1 and the compression ring beam 7, the folding seams of the roof are arranged at the symmetrical positions shown in the figure 17, and four folding seams are arranged in total; the arrows in fig. 17 indicate the hoisting direction of the ring beam 7.
And 7: unloading the main truss 1;
firstly, the auxiliary support 205 at the top of the support jig frame 2 is dismantled, and then the unloading of the main truss 1 is carried out by adopting a subarea grading circulation unloading mode: regarding each main truss 1 as an axis, taking an extension line of an A-2/36 axis (or an extension line of an A-2/18 axis) in each unloading area in fig. 18 (the number in fig. 18 represents the supporting jig 2 in each unloading area, and an arrow in fig. 18 represents the unloading direction) as a boundary, dividing the two unloading areas (the areas 1 and 2), adopting a sand box 204 sand discharging unloading method, and synchronously and symmetrically carrying out grading cyclic unloading from the middle sections of the A-2/9 axis and the A-2/27 axis to two ends in a grading manner, so as to ensure uniform deformation of the main truss 1 after unloading, wherein each grade of unloading is carried out according to a preset descending release amount, and the whole process is carried out by adopting a total station cooperating with a health monitoring unit;
and 8: dismantling the support jig frame 2;
after all the main trusses 1 are unloaded, the supporting tire frames 2 are sequentially removed from top to bottom, the top conversion platform and the nonstandard sections are removed by using a truck crane, the cable rope 203 is removed, then 2-3 sections of standards are removed by using the truck crane, then the first section of lattice column is lifted, the connection between the first section of lattice column and the concrete foundation 201 is cut, then the first section of lattice column is lifted away, and finally the concrete foundation 201 is broken.
And step 9: local rod piece installation;
after the supporting jig frame 2 is completely unloaded, corresponding members at the local positions of the annular secondary structure are installed at four corners of the roof, so that adverse effects on the stress of the annular secondary structure caused by structural deformation 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 embodiments, and any obvious modifications, substitutions or variations can be made by those skilled in the art without departing from the spirit 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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211195657.9A CN115467421B (en) | 2022-09-29 | 2022-09-29 | Hoisting construction method for complex large-span steel roof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211195657.9A CN115467421B (en) | 2022-09-29 | 2022-09-29 | Hoisting construction method for complex large-span steel roof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115467421A true CN115467421A (en) | 2022-12-13 |
| CN115467421B CN115467421B (en) | 2023-09-22 |
Family
ID=84335457
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211195657.9A Active CN115467421B (en) | 2022-09-29 | 2022-09-29 | Hoisting construction method for complex large-span steel roof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115467421B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116623964A (en) * | 2023-07-25 | 2023-08-22 | 北京城建集团有限责任公司 | Reverse construction method of large-span variable-curvature roof |
| CN116695868A (en) * | 2023-06-29 | 2023-09-05 | 山西建筑工程集团有限公司 | Vertical face dislocation spiral building adopting pipe truss structure and construction method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20120034187A (en) * | 2012-03-21 | 2012-04-10 | 원대연 | Constrution methoed for prestressed composite truss girder using steel truss member |
| CN106836498A (en) * | 2016-12-28 | 2017-06-13 | 郑州工业应用技术学院 | A kind of super-span Stadium roof system steel truss lifting construction engineering method |
| CN110409837A (en) * | 2019-07-11 | 2019-11-05 | 中建八局第三建设有限公司 | A kind of large-span double-layer steel screen roof system sub-unit construction method for hanging |
| CN111501997A (en) * | 2020-04-23 | 2020-08-07 | 贵州建工集团第四建筑工程有限责任公司 | Steel truss structure construction method applied to stadium |
| CN112814248A (en) * | 2021-02-06 | 2021-05-18 | 青岛腾远设计事务所有限公司 | Spoke type wave cable membrane structure roof with three-dimensional outer ring truss |
| CN113463768A (en) * | 2021-07-09 | 2021-10-01 | 南通华荣建设集团有限公司 | 120 m-span prestressed triangular steel pipe truss girder construction method |
| CN114439249A (en) * | 2022-04-07 | 2022-05-06 | 中铁建工集团有限公司 | Construction method for lifting large-span triangular truss through air swivel |
| CN216587766U (en) * | 2021-09-26 | 2022-05-24 | 上海建科工程咨询有限公司 | Hoisting facility and hoisting structure of large-span overhanging steel structural member |
-
2022
- 2022-09-29 CN CN202211195657.9A patent/CN115467421B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20120034187A (en) * | 2012-03-21 | 2012-04-10 | 원대연 | Constrution methoed for prestressed composite truss girder using steel truss member |
| CN106836498A (en) * | 2016-12-28 | 2017-06-13 | 郑州工业应用技术学院 | A kind of super-span Stadium roof system steel truss lifting construction engineering method |
| CN110409837A (en) * | 2019-07-11 | 2019-11-05 | 中建八局第三建设有限公司 | A kind of large-span double-layer steel screen roof system sub-unit construction method for hanging |
| CN111501997A (en) * | 2020-04-23 | 2020-08-07 | 贵州建工集团第四建筑工程有限责任公司 | Steel truss structure construction method applied to stadium |
| CN112814248A (en) * | 2021-02-06 | 2021-05-18 | 青岛腾远设计事务所有限公司 | Spoke type wave cable membrane structure roof with three-dimensional outer ring truss |
| CN113463768A (en) * | 2021-07-09 | 2021-10-01 | 南通华荣建设集团有限公司 | 120 m-span prestressed triangular steel pipe truss girder construction method |
| CN216587766U (en) * | 2021-09-26 | 2022-05-24 | 上海建科工程咨询有限公司 | Hoisting facility and hoisting structure of large-span overhanging steel structural member |
| CN114439249A (en) * | 2022-04-07 | 2022-05-06 | 中铁建工集团有限公司 | Construction method for lifting large-span triangular truss through air swivel |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116695868A (en) * | 2023-06-29 | 2023-09-05 | 山西建筑工程集团有限公司 | Vertical face dislocation spiral building adopting pipe truss structure and construction method |
| CN116695868B (en) * | 2023-06-29 | 2023-11-17 | 山西建筑工程集团有限公司 | Vertical face dislocation spiral building adopting pipe truss structure and construction method |
| CN116623964A (en) * | 2023-07-25 | 2023-08-22 | 北京城建集团有限责任公司 | Reverse construction method of large-span variable-curvature roof |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115467421B (en) | 2023-09-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111364615B (en) | Mounting method of special-shaped and curved surface suspension type steel structure system | |
| CN107090932B (en) | Construction method of large-span thin-wall plane arch truss based on stiff ring beam | |
| CN114086669B (en) | Modularized rapid construction method for large-scale space special-shaped curved surface steel net rack | |
| CN115467421B (en) | Hoisting construction method for complex large-span steel roof | |
| CN104141383A (en) | Bailey beam suspension formwork supporting system and construction method thereof | |
| CN203947771U (en) | A kind of Bailey beam pendent form support system | |
| CN105586833B (en) | Stiff skeleton steel reinforcement cage global formation large-scale cast-in-place tall pier and thin wall construction method | |
| CN109763569B (en) | Construction method of cantilever awning | |
| CN114718325B (en) | Construction method of hyperboloid overhanging space pipe truss of stadium | |
| CN106522364B (en) | 'garland' steel structure system for stadium periphery and installation process thereof | |
| CN209941511U (en) | Supporting device for high-altitude folding of bridge steel box girder by section hoisting | |
| CN107882328A (en) | The construction method of large span steel truss overhung construction | |
| CN107326812B (en) | Installation and positioning structure for No. 1 plate in No. 0 block of corrugated steel web bridge and operation method | |
| CN116816103A (en) | External expansion type construction method for large-span aluminum alloy single-layer reticulated shell dome structure | |
| CN102877657B (en) | Large-span H-shaped plane composite structure beam string upper-air cable replacement construction method | |
| CN117145051A (en) | High-altitude assembly structure of large-span space broken line truss and construction method | |
| CN116770980A (en) | Ultra-long variable-height V-shaped large-span steel structure corridor and construction method thereof | |
| CN109209004B (en) | Construction method of ultrahigh welding type lattice tower | |
| CN114837483B (en) | High-low span portal steel frame building structure and construction process thereof | |
| CN114941433B (en) | Construction method of high-weight ship type daylighting roof steel structure | |
| CN115012575A (en) | Construction process for lifting hyperbolic square pipe truss roof of railway station house in blocks | |
| CN114961286A (en) | Hoisting construction method for ultrahigh camber large-section K-shaped stiffened steel rib column | |
| CN114908968A (en) | Construction method of large-span fish belly type pipe truss in gymnasium | |
| CN108797350B (en) | Tower column inner and outer stiff skeleton device and construction method thereof | |
| CN108547451B (en) | Construction method of ultrahigh hyperbolic box-type tower crown self-bearing system without jig frame |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |