CN117027425A - Method for installing large-span steel truss overhanging special-shaped structure - Google Patents
Method for installing large-span steel truss overhanging special-shaped structure Download PDFInfo
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- CN117027425A CN117027425A CN202311115899.7A CN202311115899A CN117027425A CN 117027425 A CN117027425 A CN 117027425A CN 202311115899 A CN202311115899 A CN 202311115899A CN 117027425 A CN117027425 A CN 117027425A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 48
- 239000010959 steel Substances 0.000 title claims abstract description 48
- 238000000034 method Methods 0.000 title claims abstract description 27
- 238000009434 installation Methods 0.000 claims abstract description 22
- 238000003466 welding Methods 0.000 claims description 18
- 230000011218 segmentation Effects 0.000 claims description 9
- 238000006243 chemical reaction Methods 0.000 claims description 4
- 238000005516 engineering process Methods 0.000 claims description 4
- 238000005259 measurement Methods 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 13
- 210000001503 joint Anatomy 0.000 description 4
- 241001139947 Mida Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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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
-
- 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
- E04B1/38—Connections for building structures in general
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
- E04B5/04—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C3/11—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with non-parallel upper and lower edges, e.g. roof trusses
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G25/00—Shores or struts; Chocks
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention provides a method for installing a large-span steel truss overhanging special-shaped structure, which comprises permanent support columns, temporary support columns, truss beams, cantilever beams and reinforced truss floor support plates, wherein the permanent support columns and the temporary support columns are used as support seats of the truss beams; the truss girder is of an arc-shaped steel truss structure, two ends of the arc are connected with adjacent building components, and the cantilever girder is attached to the arc-shaped section of the steel truss and is in a double-layer radial shape; the steel bar truss floor bearing plate is laid on the cantilever beam, and concrete is poured at a later stage to serve as a building structure floor slab; the method comprises the steps of carrying out partial integral assembly on the components, then hoisting, and reducing the frequency of personnel high-altitude operation as much as possible; the stress working conditions such as structure hoisting and temporary support are accurately and comprehensively analyzed, and then the actual operation is carried out; the construction method is safe and reliable; the method has wide application range, and has better applicability to complex steel structure installation construction, especially more cantilever structures.
Description
Technical Field
The invention relates to the technical field of civil engineering steel structure construction, in particular to a method for installing a large-span steel truss overhanging special-shaped structure.
Background
The steel structure installation construction in the field of constructional engineering is divided into three types according to structural member division, namely integral hoisting (or jacking), partial block hoisting and scattered splicing of all members. The integral hoisting requires ultra-large hoisting equipment or a multi-point jacking system, so that the installation precision and efficiency between components can be ensured, but the requirements on sites and hoisting equipment are higher; the requirements of part of block hoisting on equipment and efficiency are the same, but the problem of accuracy of air butt joint installation still exists; all components are scattered and spliced to have minimum requirements on hoisting equipment, but the air installation difficulty is maximum, the efficiency is minimum, more operation platforms and the like are required to be arranged, and the air installation precision is difficult to ensure. The most cases of partial block hoisting are adopted in the engineering, and certain measures are adopted to ensure the installation accuracy aiming at different practical structure types and the like.
Disclosure of Invention
The invention mainly aims to provide a method for installing a large-span steel truss overhanging special-shaped structure, which solves the problems in the background technology.
In order to solve the technical problems, the invention adopts the following technical scheme: the system comprises a permanent support column, a temporary support column, a truss girder, a cantilever beam and a steel bar truss floor bearing plate, wherein the permanent support column and the temporary support column are used as support seats of the truss girder; the truss girder is of an arc-shaped steel truss structure, two ends of the arc are connected with adjacent building components, and the cantilever girder is attached to the arc-shaped section of the steel truss and is in a double-layer radial shape; the steel bar truss floor bearing plate is laid on the cantilever beam, and concrete is poured at a later stage to serve as a building structure floor slab;
the specific installation steps are as follows:
s1, embedding foundation bolts at permanent support columns and temporary support columns according to the design, and hoisting the permanent support columns at two sides and the temporary support columns in the middle for assembly;
s2, erecting a floor type full-hall operation frame assembly platform along the projection position of the truss girder;
s3, hoisting the truss girder in sections, adjusting the posture of the truss girder through a jack on the temporary support column, and then welding and fixing the truss girder;
s4, unloading the temporary support column, completing system conversion, and dismantling the temporary support column;
s5, hoisting the cantilever beams one by one and fixedly connecting the cantilever beams with the truss beams;
s6, installing a steel bar truss floor support plate on the cantilever beam, and then dismantling the full-hall operation frame assembly platform.
Preferably, the embedded foundation bolts of the permanent support column and the temporary support column are connected into a whole by adopting transverse connection support, and are embedded after being pre-assembled and matched with the support column in advance;
and when the support column is hoisted, the support column is hoisted vertically in a segmented mode, and flange plates are used for connection.
Preferably, the number, the positions and the structures of the temporary support columns are set according to the segmentation condition of the truss girder, and the temporary support columns are arranged at the segmentation connection positions of the truss girder;
the top of the truss girder is fixedly provided with a top longitudinal beam, two sides of the top longitudinal beam are provided with a plurality of jacks, the middle of the top longitudinal beam is provided with a opposite-pulling adjusting unloading block, and the opposite-pulling adjusting unloading block and the jacks are propped against the bottom of the truss girder.
Preferably, the truss girder is divided into a left section and a right section, and each section of truss girder comprises a lower truss girder, an upper truss girder and an inclined strut;
the specific steps of step S3 are as follows:
a1, hoisting one end of each lower truss girder on a permanent support column, and the other end of each lower truss girder on a jack on a temporary support column, and carrying out posture adjustment through the jack;
a2, adopting a opposite-pulling adjusting unloading block to replace the stress of a jack, then dismantling the jack, welding a plurality of sections of lower truss girders into a whole, connecting the whole with other adjacent building components, and welding and fixing the lower truss girders and the permanent support columns;
a3, hoisting diagonal braces one by one, adopting temporary measures to fix, and then welding and fixing with the lower truss girder;
a4, erecting a floor type full-hall operation frame assembly platform at the elevation of the upper truss girder by connecting the height;
a5, hoisting the upper truss girder in a segmented manner, and welding joints and connecting struts among all the segments and diagonal struts.
Preferably, virtual pre-assembly is performed through actual measurement real quantity and a three-dimensional laser scanning technology, and after the pre-arch quantity and the pre-deflection quantity value of the component are calculated, the component is arranged in the component, the support and the component to be matched before hoisting, so that the final posture meets the design requirement.
Preferably, the cantilever beam comprises a lower cantilever beam and an upper cantilever beam, and the lower cantilever beam and the upper cantilever beam are fixedly connected with a connecting plate at one side of the truss beam through bolts;
the specific steps of step S5 are as follows:
b1, hoisting lower cantilever beams one by one, and fixedly connecting the lower cantilever beams with connecting plates welded on the truss beams in advance through bolts;
b2, after all lower-layer cantilever beams are installed, measuring and collecting horizontal elevation of the cantilever beams, loosening part of bolts in sequence, and accurately adjusting and then fixedly connecting the cantilever beams with all levelness and elevation which do not meet the precision requirement;
b3, welding and fixing all lower cantilever beams and truss beams, and installing arc-shaped cross braces among the cantilever beams;
and B4, repeating the steps B1-B3, and hoisting the upper cantilever beam for installation and fixation.
Preferably, the cantilever beam is connected with the connecting plate through a bolt when being installed, a setting method that the diameter of a bolt hole is slightly larger than that of a bolt shaft is adopted, when the cantilever beam is accurately adjusted, the cantilever beam is adjusted in place through loosening a bolt by utilizing a chain block steel wire rope, then the bolt is screwed, and finally the cantilever beam is welded and fixed.
Preferably, the installation of the steel bar truss floor support plate and the cantilever beams are all at the uniform elevation, and the elevation is controlled by using a laser level meter when the cantilever beams are finely adjusted.
The invention provides a method for installing a large-span steel truss overhanging special-shaped structure, which has the beneficial effects that:
1. safety: the method comprises the steps of carrying out partial integral assembly on the components, then hoisting, and reducing the frequency of personnel high-altitude operation as much as possible; the stress working conditions such as structure hoisting and temporary support are accurately and comprehensively analyzed, and then the actual operation is carried out; the construction method is safe and reliable;
2. economic: compared with all integral hoisting, the method saves the lease cost of large-scale equipment, improves the installation efficiency, reduces the manufacturing cost and shortens the construction period compared with all aerial split splicing;
3. the convenience is as follows: the method utilizes more conventional machines, equipment and materials, and the construction process is convenient to operate;
4. the method has wide application range, and has better applicability to complex steel structure installation construction, especially more cantilever structures.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a top plan view of a permanent support column and temporary support column installation of the present invention;
FIG. 2 is a front view of a temporary support column of the present invention;
FIG. 3 is a schematic illustration of a temporary support column section assembly of the present invention;
FIG. 4 is a schematic construction view of the assembly platform of the full hall operation rack of the invention;
FIG. 5 is a schematic view of the construction of the underlying truss girder of the present invention;
FIG. 6 is a schematic view of truss girder construction according to the present invention;
FIG. 7 is a schematic illustration of the cantilever beam construction of the present invention;
FIG. 8 is a schematic view of the construction of a steel bar truss floor carrier plate of the present invention;
FIG. 9 is a schematic illustration of the cantilever beam connection adjustment of the present invention;
FIG. 10 is a schematic view of the top structure of a temporary support column of the present invention;
in the figure: a permanent support column 1; temporary support columns 2; anchor bolts 201; a segmented fabricated support column 202; a top longitudinal beam 203; a pull-up adjustment type unloading block 204; a jack 205; a hall-filling operation frame assembly platform 3; truss girders 4; a lower truss girder 401; diagonal braces 402; upper truss girder 403; a cantilever beam 5; a lower cantilever 501; an upper cantilever beam 502; a connection plate 503; a bolt 504; chain block steel wire rope 505; steel bar truss floor carrier plate 6.
Detailed Description
Example 1
As shown in fig. 1-10, the installation method of the large-span steel truss overhanging special-shaped structure comprises a permanent support column 1, a temporary support column 2, a truss girder 4, a cantilever beam 5 and a steel bar truss floor support plate 6, wherein the permanent support column 1 and the temporary support column 2 are used as support seats of the truss girder 4; the truss girder 4 is an arc-shaped steel truss structure, two ends of the arc are connected with adjacent building components, and the cantilever girders 5 are attached to the arc-shaped sections of the steel truss and are in double-layer radial shapes; the steel bar truss floor support plate 6 is laid on the cantilever beam 5, and concrete is poured at a later stage to serve as a building structure floor slab;
the specific installation steps are as follows:
s1, embedding foundation bolts at positions of permanent support columns 1 and temporary support columns 2 according to the design, and hoisting the permanent support columns 1 at two sides and the temporary support columns 2 in the middle for assembly;
s2, erecting a floor type full-hall operation frame assembly platform 3 along the projection position of the truss girder 4;
s3, hoisting the truss girder 4 in sections, adjusting the posture of the truss girder 4 through the jack 205 on the temporary support column 2, and then welding and fixing the truss girder 4;
s4, unloading the temporary support columns 2, completing system conversion, and dismantling the temporary support columns 2;
s5, hoisting the cantilever beams 5 one by one and fixedly connecting the cantilever beams with the truss beam 4;
s6, installing a steel bar truss floor support plate 6 on the cantilever beam 5, and then dismantling the full-hall operation frame assembly platform 3.
Preferably, the pre-buried foundation bolts of the permanent support column 1 and the temporary support column 2 are connected into a whole by adopting transverse connection support, and are pre-assembled and matched with the support column in advance and then buried;
and when the support column is hoisted, the support column is hoisted vertically in a segmented mode, and flange plates are used for connection. The embedded foundation bolts 201 of the permanent support column 1 and the temporary support column 2 are connected into a whole by adopting transverse connection support, and are embedded after being pre-assembled and matched with the support columns in advance; the vertical segmentation hoist and mount during support column hoist and mount, the segmentation adopts the ring flange to connect, and single vertical sectionalized post, crossbeam, bracing are welded as whole in advance, and accurate matching and the high efficiency of hoist and mount when guaranteeing support column segmentation hoist and mount avoid aerial scattered the piece together difficult operation, the low problem of precision.
Preferably, the number, the positions and the structures of the temporary support columns 2 are set according to the segmentation condition of the truss girder 4, and the temporary support columns 2 are arranged at the segmentation connection positions of the truss girder 4;
the top longitudinal beam 203 is fixedly arranged at the top of the truss girder 4, a plurality of jacks 205 are arranged at two sides of the top longitudinal beam 203, a opposite-pulling adjusting unloading block 204 is arranged in the middle of the top longitudinal beam 203, and the opposite-pulling adjusting unloading block 204 and the jacks 205 are abutted against the bottom of the truss girder 4.
The sectional truss girder 4 is arranged from left to right to the middle, so that the accumulated error of unidirectional hoisting is reduced, and the overlarge deviation when being installed to the other side in one direction is avoided. 4 jacks 205 are arranged at the top of the temporary support column 2 of the middle section and are used for adjusting the posture of the truss girder of the middle section so as to adapt to butt joint with installed sections on two sides, and after the adjustment is in place, the system is converted to a side opposite-pulling adjusting unloading block 204, and the jacks 205 are removed.
Preferably, the truss girder 4 is divided into left and right sections, and each section of truss girder 4 includes a lower truss girder 401, an upper truss girder 403 and a diagonal brace 402;
the specific steps of step S3 are as follows:
a1, one end of two sections of lower truss girders 401 is hoisted and placed on a permanent support column 1, the other end of the lower truss girders are placed on a jack 205 on a temporary support column 2, and posture adjustment is carried out through the jack 205;
a2, adopting a opposite-pulling adjusting unloading block 204 to replace the stress of a jack 205, then dismantling the jack 205, welding a plurality of sections of lower truss girders 401 into a whole, connecting the whole with other adjacent building components, and welding and fixing the lower truss girders 401 with a permanent support column 1;
a3, hoisting diagonal braces 402 one by one, fixing by adopting temporary measures, and then welding and fixing with the lower truss girder 401;
a4, erecting a floor type full-hall operation frame assembly platform 3 at the elevation of the upper truss girder 403;
a5, hoisting the upper truss girder 403 in sections, and welding the joints and the connecting struts between all the sections and the diagonal braces 402.
Preferably, virtual pre-assembly is performed through actual measurement real quantity and a three-dimensional laser scanning technology, and after the pre-arch quantity and the pre-deflection quantity value of the component are calculated, the component is arranged in the component, the support and the component to be matched before hoisting, so that the final posture meets the design requirement. Because span middle section truss girder and cantilever beam 5 etc. that diverges and arrange are all encorbelment great, in order to offset the deflection deformation displacement after the structure installation, to span or encorbelment great component, all guide into tekla and Midas Gen software through actual measurement real quantity, three-dimensional laser scanning technique, carry out virtual pre-assembly, after calculating out the pre-arch amount of component, pre-deflection numerical value, set up in component itself, support and wait to match the component before hoist and mount, in order to guarantee that final gesture is closest to the design requirement.
Preferably, the cantilever beam 5 comprises a lower cantilever beam 501 and an upper cantilever beam 502, and the lower cantilever beam 501 and the upper cantilever beam 502 are fixedly connected with a connecting plate 503 at one side of the truss beam 4 through bolts 504;
the specific steps of step S5 are as follows:
b1, hoisting lower cantilever beams 501 one by one, and fixedly connecting the lower cantilever beams 501 with connecting plates 503 welded on the truss beams 4 in advance through bolts 504;
b2, after all lower-layer cantilever beams 501 are installed, measuring and collecting horizontal elevation of the cantilever beams 5, loosening part of bolts 504 in sequence, and accurately adjusting and then fixedly connecting all the cantilever beams 5 with levelness and elevation which do not meet the precision requirement;
b3, welding and fixing all lower cantilever beams 501 and truss beams 4, and installing arc-shaped cross braces between the cantilever beams 5;
and B4, repeating the steps B1-B3, and hoisting the upper cantilever beam 502 for installation and fixation.
Preferably, the cantilever beam 5 is connected with the connecting plate 503 through a bolt 504 when being installed, the setting method that the diameter of the bolt hole is slightly larger than that of the bolt shaft is adopted, when the cantilever beam 5 is accurately adjusted, the bolt 504 is loosened, the cantilever beam 5 is adjusted in place through a chain block steel wire rope 505, then the bolt 504 is screwed, and finally the cantilever beam is welded and fixed. When the cantilever beam 5 is installed, a high-strength friction type bolt 504 is adopted as a connecting plate 503 at the root, a setting method that the bolt hole diameter is slightly larger than the bolt shaft diameter is adopted, when the cantilever beam 5 is accurately adjusted in the later period, after the bolt 504 is loosened to a certain extent, a certain rotation space of the cantilever beam 5 can be allowed by utilizing a gap of a hole site, after the cantilever beam 5 is adjusted in place by combining with the assistance of a chain block, all the bolts 504 are re-screwed, finally the bolts 504 are welded and fixed, and then the bolts 504 are removed for system conversion.
Preferably, the installation of the steel bar truss floor support plate 6 and the cantilever beam 5 are all at the uniform elevation, and the elevation is controlled by using a laser level meter when the cantilever beam 5 is finely adjusted. The installation of the steel bar truss floor carrier plate 6 requires that the cantilever beams 5 are at uniform elevation, so that the phase difference is not excessively large, the phenomenon that the final floor carrier plate forms a void is avoided, the structural safety is not facilitated, and the elevation is controlled by utilizing a laser level meter and the like when the cantilever beams 5 are finely adjusted.
The above embodiments are only preferred embodiments of the present invention, and should not be construed as limiting the present invention, and the scope of the present invention should be defined by the claims, including the equivalents of the technical features in the claims. I.e., equivalent replacement modifications within the scope of this invention are also within the scope of the invention.
Claims (8)
1. A method for installing a large-span steel truss overhanging special-shaped structure is characterized by comprising the following steps: the steel bar truss building support comprises a permanent support column (1), a temporary support column (2), a truss girder (4), a cantilever beam (5) and a steel bar truss building support plate (6), wherein the permanent support column (1) and the temporary support column (2) are used as support seats of the truss girder (4); the truss girder (4) is an arc-shaped steel truss structure, two ends of the arc are connected with adjacent building components, and the cantilever girders (5) are attached to the arc-shaped sections of the steel truss and are in double-layer radial shapes; the steel bar truss floor support plate (6) is laid on the cantilever beam (5), and concrete is poured at a later stage to serve as a building structure floor slab;
the specific installation steps are as follows:
s1, embedding foundation bolts at the permanent support columns (1) and the temporary support columns (2) according to the design, and hoisting the permanent support columns (1) at two sides and the temporary support columns (2) in the middle for assembly;
s2, erecting a floor type full-hall operation frame assembly platform (3) along the projection position of the truss girder (4);
s3, hoisting the truss girder (4) in a segmented mode, adjusting the posture of the truss girder (4) through a jack (205) on the temporary support column (2), and then welding and fixing the truss girder (4);
s4, unloading the temporary support column (2), completing system conversion, and dismantling the temporary support column (2);
s5, hoisting the cantilever beams (5) one by one and fixedly connecting the cantilever beams with the truss beams (4);
s6, installing a steel bar truss building support plate (6) on the cantilever beam (5), and then dismantling the full-hall operation frame assembly platform (3).
2. The method for installing the cantilever special-shaped structure of the large-span steel truss, which is disclosed in claim 1, is characterized in that: the permanent support column (1) and the temporary support column (2) are connected into a whole by adopting transverse connection support, and are pre-assembled and matched with the support column in advance and then buried;
and when the support column is hoisted, the support column is hoisted vertically in a segmented mode, and flange plates are used for connection.
3. The method for installing the cantilever special-shaped structure of the large-span steel truss, which is disclosed in claim 1, is characterized in that: the number, the positions and the structures of the temporary support columns (2) are set according to the segmentation condition of the truss girder (4), and the temporary support columns (2) are arranged at the segmentation connection positions of the truss girder (4);
the top of the truss girder (4) is fixedly provided with a top longitudinal beam (203), two sides of the top longitudinal beam (203) are provided with a plurality of jacks (205), the middle part of the top longitudinal beam (203) is provided with a opposite-pulling adjusting unloading block (204), and the opposite-pulling adjusting unloading block (204) and the jacks (205) are propped against the bottom of the truss girder (4).
4. The method for installing the cantilever special-shaped structure of the large-span steel truss, which is disclosed in claim 1, is characterized in that: the truss girder (4) is divided into a left section and a right section, and each section of truss girder (4) comprises a lower truss girder (401), an upper truss girder (403) and a diagonal brace (402);
the specific steps of step S3 are as follows:
a1, hoisting one end of two sections of lower truss beams (401) to be placed on a permanent support column (1), and placing the other end of the two sections of lower truss beams on a jack (205) on a temporary support column (2), and carrying out posture adjustment through the jack (205);
a2, adopting a opposite-pulling adjusting unloading block (204) to replace the stress of a jack (205), then dismantling the jack (205), welding a plurality of sections of lower truss girders (401) into a whole, connecting the whole with other adjacent building components, and welding and fixing the lower truss girders (401) with a permanent support column (1);
a3, hoisting diagonal braces (402) one by one, fixing by adopting temporary measures, and then welding and fixing with the lower truss girder (401);
a4, erecting a floor type full-hall operation frame assembly platform (3) at the elevation of the upper truss girder (403);
a5, hoisting the upper truss girder (403) in sections, and welding joints and connecting struts among all sections and diagonal struts (402).
5. The method for installing the cantilever special-shaped structure of the large-span steel truss, which is disclosed in claim 4, is characterized in that: virtual pre-assembly is carried out through actual measurement real quantity and a three-dimensional laser scanning technology, and after the pre-arch quantity and the pre-deflection quantity values of the components are calculated, the components are arranged in the components, the support and the components to be matched before hoisting, so that the final posture meets the design requirement.
6. The method for installing the cantilever special-shaped structure of the large-span steel truss, which is disclosed in claim 1, is characterized in that: the cantilever beam (5) comprises a lower cantilever beam (501) and an upper cantilever beam (502), and the lower cantilever beam (501) and the upper cantilever beam (502) are fixedly connected with a connecting plate (503) at one side of the truss beam (4) through bolts (504);
the specific steps of step S5 are as follows:
b1, hoisting lower cantilever beams (501) one by one, and fixedly connecting a connecting plate (503) welded on the truss beam (4) in advance through bolts (504);
b2, after all lower-layer cantilever beams (501) are installed, measuring and collecting horizontal elevation of the cantilever beams (5), loosening part of bolts (504) in sequence, and accurately adjusting and then fixedly connecting all the cantilever beams (5) with levelness and elevation which do not meet the precision requirement;
b3, welding and fixing all lower cantilever beams (501) and truss beams (4), and installing arc-shaped cross braces between the cantilever beams (5);
and B4, repeating the steps B1-B3, and hoisting the upper cantilever beam (502) for installation and fixation.
7. The method for installing the cantilever special-shaped structure of the large-span steel truss, which is disclosed in claim 6, is characterized in that: the cantilever beam (5) is connected with the connecting plate (503) through a bolt (504) when being installed, the setting method that the diameter of the bolt hole is slightly larger than that of the bolt shaft is adopted, when the cantilever beam (5) is accurately adjusted, the bolt (504) is loosened, the cantilever beam (5) is adjusted in place through a chain block steel wire rope (505), then the bolt (504) is screwed, and finally the cantilever beam is welded and fixed.
8. The method for installing the cantilever special-shaped structure of the large-span steel truss, which is disclosed in claim 1, is characterized in that: the installation of the steel bar truss floor support plate (6) and the cantilever beam (5) are all at the uniform elevation, and the elevation is controlled by using a laser level meter when the cantilever beam (5) is finely adjusted.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311115899.7A CN117027425A (en) | 2023-08-31 | 2023-08-31 | Method for installing large-span steel truss overhanging special-shaped structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117468728A (en) * | 2023-12-11 | 2024-01-30 | 中能建建筑集团有限公司 | Steel truss girder construction system and construction method |
| CN117646493A (en) * | 2023-12-15 | 2024-03-05 | 中铁建设集团南方工程有限公司 | Construction method of house Y-shaped column supporting structure |
| CN118907348A (en) * | 2024-08-20 | 2024-11-08 | 广州文冲船厂有限责任公司 | Combined type operation platform |
| CN119843886A (en) * | 2025-03-17 | 2025-04-18 | 浙江交工集团股份有限公司 | Steel truss section girder method and steel truss construction method |
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2023
- 2023-08-31 CN CN202311115899.7A patent/CN117027425A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117468728A (en) * | 2023-12-11 | 2024-01-30 | 中能建建筑集团有限公司 | Steel truss girder construction system and construction method |
| CN117646493A (en) * | 2023-12-15 | 2024-03-05 | 中铁建设集团南方工程有限公司 | Construction method of house Y-shaped column supporting structure |
| CN118907348A (en) * | 2024-08-20 | 2024-11-08 | 广州文冲船厂有限责任公司 | Combined type operation platform |
| CN119843886A (en) * | 2025-03-17 | 2025-04-18 | 浙江交工集团股份有限公司 | Steel truss section girder method and steel truss construction method |
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