CN108035441B - Double-layer staggered truss of building structure and construction method thereof - Google Patents
Double-layer staggered truss of building structure and construction method thereof Download PDFInfo
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- CN108035441B CN108035441B CN201711383997.3A CN201711383997A CN108035441B CN 108035441 B CN108035441 B CN 108035441B CN 201711383997 A CN201711383997 A CN 201711383997A CN 108035441 B CN108035441 B CN 108035441B
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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
- E04B1/34—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
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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
- 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
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- Structural Engineering (AREA)
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- Joining Of Building Structures In Genera (AREA)
Abstract
The invention discloses a double-layer staggered truss of a building structure and a construction method thereof, wherein the double-layer staggered truss comprises an upper-layer rigid frame, a lower-layer rigid frame, vertical rods and peripheral edge folding frames, the upper-layer rigid frame consists of a plurality of circular ring members and a plurality of ring-lacking members, the lower-layer rigid frame consists of the circular ring members positioned in the middle, the circular ring members are arranged regularly in the transverse direction and the longitudinal direction, the adjacent circular ring members are closely welded, the circular ring members of the upper-layer rigid frame and the circular ring members or the ring-lacking members of the lower-layer rigid frame are arranged in a staggered manner, the circular ring members of the upper-layer rigid frame and the circular ring members or the ring-lacking members of the lower-layer rigid frame are connected through the vertical rods, the peripheral edge folding frames surround the upper-layer rigid frame and the lower-layer rigid frame, and the double-layer staggered truss has good in-plane rigidity, bearing capacity, stability and light transmittance. The construction method is convenient to disassemble and install the double-layer staggered truss, and is safe to install.
Description
Technical Field
The invention relates to a truss for a building and a construction method thereof, in particular to a double-layer staggered truss for a building structure and a construction method thereof.
Background
The large-span steel structure is a roof structure with a span of more than or equal to 60 meters compared with a common steel structure, and the common structural forms comprise a truss, a net rack, a net shell, a suspension cable structure, a cable membrane structure and other space structures. The large-span steel structure is mainly characterized in that: the steel consumption is small, the dead weight is light, the material is uniform, the stress calculation is reliable, the processing and the manufacturing are simple, the industrialization degree is high, the transportation and the installation are convenient, the earthquake resistance is strong, and the like. The most common large-span steel structure comprises three types of net racks, net shells and three-dimensional trusses.
The net frame is a space structure formed by connecting a plurality of rods according to a certain grid size through node balls. Has the advantages of uniform stress, light dead weight, high rigidity, good earthquake resistance and the like. The method has the defects that the number of the rods which meet the nodes is large, and the manufacturing and the installation are complex.
The net shell is a space bar system structure similar to a flat net frame, is a space frame which is formed by using a rod as a basis and is arranged according to a shell structure, and has the properties of a bar system and a shell. The net shell comprises a single-layer net shell structure, a plate cone net shell structure, a rib ring type cable bearing net shell structure, a single-layer fork cylinder net shell, a prestress net shell structure and the like.
The three-dimensional truss is a type of a commonly used large-span steel structure at present, and is usually in a triangular or rectangular section form, and because the three-dimensional truss has certain rigidity in the lateral direction, the lateral connecting members can be reduced or not arranged, so that the space under the roof is compact and tidy.
With the mass construction of large public buildings such as airport terminal buildings, high-speed rail station houses, stadiums, convention centers and the like in China, higher requirements are put forward on the design of large-span space steel structures. The traditional large-span roof has a great deal of identical structural form, lacks novelty and limits the innovation of building and modeling of the roof.
Disclosure of Invention
It is an object of the present invention to provide a double-layered offset truss for a building structure that has good in-plane stiffness, load-bearing capacity, stability and light transmittance.
This object of the invention is achieved by the following technical scheme: the truss comprises an upper rigid frame, a lower rigid frame, vertical rods and peripheral edge folding frames, wherein the upper rigid frame is formed by abutting and just connecting a plurality of ring members with the same structure, the lower rigid frame is formed by abutting and just connecting a plurality of ring members with the same structure in the middle and a plurality of ring members with the same structure in the outer edge area, the ring members comprise a quarter ring member with the same structure in the corner and a half ring member with the same structure in the middle, the ring members with the same structure in the middle are connected with the ring members with the same structure in the middle, and the ring members with the same structure in the middle are connected with the same structure in the middle.
Further, the projection of the annular member of the upper layer rigid frame on the horizontal plane is overlapped with the projection of the annular member or the annular gap member of the corresponding lower layer rigid frame on the horizontal plane, so that four overlapped areas are formed, and the shapes and the areas of the four overlapped areas are the same.
Further, the double-layer dislocated truss is made of Q235 or Q345 steel.
Further, the section of the section steel used for manufacturing the vertical rod is rectangular or circular.
Furthermore, the peripheral edge folding frame is formed by welding rectangular pipes, round steel pipes or H-shaped steel.
Further, the high span ratio of the double-layer staggered truss is not less than 1/20.
Further, the high span ratio of the double-layer staggered truss is 1/18-1/10. Further, the ratio of the thickness to the diameter of the annular member is 1/12 to 1/15.
The second purpose of the invention is to provide a construction method of the double-layer staggered truss of the building structure, and the construction method is used for split installation of the double-layer staggered truss, so that the transportation is convenient, and the installation process is safe and reliable.
This object of the invention is achieved by the following technical scheme:
the construction method of the double-layer staggered truss of the building structure comprises the following steps:
step one, erecting a bracket for supporting a double-layer staggered truss at a corresponding welding position on a construction site;
planning the whole truss to be built, and dividing the whole truss into a plurality of double-layer staggered trusses along the length direction;
step three, processing an upper rigid frame, a lower rigid frame, vertical rods and peripheral edge folding frames of each double-layer staggered truss in a factory, and conveying all the components to a site;
splicing all the parts into double-layer staggered trusses, and performing nondestructive inspection on a welding interface;
step five, hoisting each double-layer staggered truss to the upper surface of a bracket by using a hoisting device, and welding the double-layer staggered trusses to each other on the bracket to form a whole truss;
and step six, dismantling the bracket and the lifting equipment.
In the sixth step, structural inspection is performed on the working conditions of the corresponding stages before the bracket and the hoisting equipment are removed, so as to plan the removal sequence.
Compared with the prior art, the invention has the following beneficial effects:
1. the ring member has good hoop effect, the upper rigid frame and the lower rigid frame formed by welding the ring member form an upper layer and a lower layer of films when forming a fixed boundary through the peripheral edge folding frames, the upper rigid frame and the lower rigid frame can convert external force into self pressure or tension under the action of uniformly distributed pressure or uniformly distributed tension load on the periphery, the structure has good rigidity and bearing capacity for tension or pressure in two directions of X, Y, the structure is stressed according to the film effect, the film effect is obvious, and the peripheral edge folding frames must have good rigidity and bearing capacity. The upper rigid frame and the lower rigid frame are connected into a whole through vertical rods arranged vertically, and are stressed together, so that the stability is better.
2. Compared with the existing truss, the double-layer staggered truss is not provided with too many connecting parts such as cross bars, diagonal bars and the like, is regular in arrangement, is easier to transmit external sunlight, has better light transmittance, and is simpler than the existing steel frame structure.
3. In the construction method, the whole truss is planned and divided into a plurality of double-layer staggered trusses, and each double-layer staggered truss is spliced on site, so that the split components are more convenient to transport. And the welding interfaces are spliced on site and subjected to nondestructive inspection synchronously, so that the installation process is safer and more reliable.
Drawings
FIG. 1 is a schematic top view of a double-deck offset truss of the present invention;
FIG. 2 is a schematic cross-sectional view of the structure at A-A in FIG. 1;
FIG. 3 is a schematic view of the structure of the upper rigid frame of the present invention;
FIG. 4 is a schematic top view of the double-deck dislocated truss of the present invention with the upper rigid frame removed;
FIG. 5 is a schematic cross-sectional view at B-B in FIG. 4 when a ring member having a circular cross-sectional shape is used;
FIG. 6 is a schematic cross-sectional view at B-B in FIG. 4 when a ring member having a rectangular cross-sectional shape is used;
FIG. 7 is a schematic view of a peripheral edge frame according to the present invention;
FIG. 8 is a schematic view of another peripheral edge banding frame according to the present invention, showing the addition of diagonal rods.
Detailed Description
The double-layer staggered truss of the building structure shown in fig. 1, 2, 3 and 4 comprises an upper rigid frame 2, a lower rigid frame 1, vertical rods 5 and a peripheral edge folding frame 3, wherein the upper rigid frame 2 and the lower rigid frame 1 are rectangular plane frames with the same size, the upper rigid frame 2 is positioned above the lower rigid frame 1, the upper rigid frame is formed by abutting and abutting a plurality of ring members 4 with the same structure, the lower rigid frame is formed by abutting and abutting a plurality of ring members 4 with the same structure and a plurality of ring-shaped ring members in the outer edge area, the ring members comprise a quarter ring member 42 which is a quarter ring member positioned at a corner and a half ring member 41 which is a half ring member positioned between the quarter ring member, the ring members of the upper rigid frame 2 and the ring members of the lower rigid frame 1 have the same structure, the ring members of the upper rigid frame 2 and the ring members of the lower rigid frame 1 are arranged in a staggered manner according to the transverse and longitudinal regular arrays, the projection of the ring members of the upper rigid frame 2 on the horizontal plane is overlapped with the projection of the ring members or ring-lacking members of the corresponding lower rigid frame 1 on the horizontal plane, four overlapped areas are formed, the shape and the area of the four overlapped areas are the same, and the shape is similar to the shape of a plurality of Chinese traditional ancient coins when seen from the overlooking direction, and the arrangement mode of the rigid members of the traditional steel structure roof is broken through. The upper end and the lower end of the vertical rod 5 are respectively and correspondingly connected with the connecting points of the components of the upper rigid frame 2 and the lower rigid frame 1, and the connecting positions of the vertical rod and the ring component or the ring-lack component are all rigid joints, so that the upper rigid frame 2 and the lower rigid frame 1 are connected with each other, and the vertical rod 5 plays a role in transmitting shearing force and bending moment.
The periphery of the upper layer rigid frame 2 and the periphery of the lower layer rigid frame 1 are connected through peripheral edge folding frames 3, and the peripheral edge folding frames 3 encircle the upper layer rigid frame 2 and the lower layer rigid frame 1. The four-side edge folding frames 3 are used for well restraining the four sides of the double-layer staggered truss, so that the hoop effect of the annular structures 4 of the upper rigid frame 2 and the lower rigid frame 1 is exerted, and the four-side edge folding frames 3 have good in-plane and out-of-plane rigidity, so that the double-layer staggered truss is manufactured by adopting components with two-way bending rigidity approaching to that of box steel, H-shaped steel and the like, and the H-shaped steel is selected in the embodiment.
As shown in fig. 5, the section shape of the section steel for making the annular member is circular, and as shown in fig. 6, the section shape of the section steel for making the annular member is rectangular. The ring member with the rectangular section is characterized by good bending rigidity and stability, the high span ratio of the truss can take a small value in an allowable range, but the welding amount of steel is larger; the circular ring member with the circular cross section is characterized in that the stress condition is weaker than that of the circular ring member with the rectangular cross section, but the processing is convenient. Therefore, the circular ring member with the rectangular section and the circular ring member with the circular section have advantages and disadvantages and can be selected according to practical design.
The peripheral edge frame adopts a conventional plane truss structure, and has various structures, as shown in fig. 7, a structural schematic diagram of the peripheral edge frame is shown, the peripheral edge frame 3 is composed of an upper frame 31, a lower frame 32 and a vertical connecting rod 33, the upper frame 31 surrounds the edge of the upper layer rigid frame 2, the lower frame 32 surrounds the edge of the lower layer rigid frame 1, and the connecting rod 33 connects the upper frame 31 and the lower frame 32. As shown in fig. 8, another schematic structure of the peripheral edge folding frame is shown, the peripheral edge folding frame 3 is additionally provided with diagonal rods 34, and the diagonal rods 34 are welded between two adjacent connecting rods in a staggered manner, so that the structure of the peripheral edge folding frame 3 is firmer.
The section of the section steel used for producing the vertical bar may be rectangular or circular, and is preferably rectangular. The sectional shape of the section steel used for manufacturing the vertical rod corresponds to the sectional shape of the section steel used for manufacturing the annular member and the ring-lacking member, so that the rigid connection at the joint point can be ensured. The section of the section steel used for manufacturing the peripheral edge frame is matched with the section form of the section steel, and the section steel can be rectangular pipes, round steel pipes or H-shaped steel, and the section steel with only one or no symmetrical main shaft such as angle steel, channel steel and the like cannot be used, so that the rigid connection of the joint is ensured.
The double-layered offset truss of the present invention may be made of Q235 or Q345 steel, but may not be made of high strength steel if economical. The high span ratio of the double-layer staggered truss is not less than 1/20, and is preferably controlled between 1/18 and 1/10. The ratio of the thickness to the diameter of the annular member 4 should be controlled to be 1/12 to 1/15. The connection mode of each component of the double-layer staggered truss of the embodiment is welding.
Whether or not effective rigid connection between the members of the upper rigid frame and the lower rigid frame is possible is the key whether or not the truss is established. For the components made of the round steel pipes, the diameters of the components are close, the diameters of the components are not more than 10% different, the components are welded by full penetration welding, and rib plates for enhancing the connection rigidity of the round steel pipes are needed to be added in the round steel pipes. For the components made of rectangular pipes, the sizes of the components should be matched with each other, namely, the flanges between the components are aligned with the flanges, the flanges between the components are welded with the webs by adopting full penetration welding, rib plates for enhancing the connection rigidity of the rectangular pipes are required to be added in the rectangular pipes, and the rib plates can be welded by adopting fillet welds, but the height of the welding seam is not smaller than 1.2 times of the thickness of the thinner wall between the connected rods.
The double-layer staggered truss breaks through the arrangement form of steel structure roof members such as the traditional truss, the net rack, the net shell, the suspension cable structure, the cable film structure and the like, a planar film structure with good in-plane rigidity is formed by utilizing the good hoop effect of the ring member, the double-layer planar film structure forms the double-layer staggered truss through the vertical rods, the stress is reasonable, the requirement of a large-span structure is met, and meanwhile, the double-layer staggered truss has good transmittance, and can be applied to large-span structures such as stadiums, airport terminals, high-speed rail station houses, libraries, museums, convention centers, entrance rainsheds, indoor large-opening sunlight houses and the like with special requirements on modeling.
The construction method of the double-layer staggered truss of the building structure comprises the following steps:
step one, erecting a bracket for supporting a double-layer staggered truss at a corresponding welding position on a construction site;
planning the whole truss to be built, and dividing the whole truss into a plurality of double-layer staggered trusses along the length direction, namely, a plurality of installation units, so that the whole truss is convenient to transport and install;
step three, processing an upper rigid frame 2, a lower rigid frame 1, vertical rods 5 and peripheral edge folding frames 3 of each double-layer staggered truss in a factory, and conveying all the components to a site;
splicing all the parts into double-layer staggered trusses, and performing nondestructive inspection on a welding interface to ensure the safety and reliability of the welding interface;
step five, hoisting each double-layer staggered truss to the upper surface of a bracket by using a hoisting device, welding the double-layer staggered trusses on the bracket to form a whole truss, checking and calculating counter force, vertical displacement, stability, horizontal thrust of the truss structure under wind load and the like of each hoisting point of the truss structure during installation, and adopting temporary reinforcing measures if necessary;
and step six, dismantling the bracket and the hoisting equipment, and carrying out structural checking calculation on working conditions of corresponding stages before dismantling, wherein the structural checking calculation is used for planning a dismantling sequence so as to select a reasonable dismantling sequence.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, alternatives, and improvements that fall within the spirit and scope of the invention.
Claims (10)
1. The utility model provides a bilayer dislocation truss of building structure which characterized in that: the truss comprises an upper rigid frame, a lower rigid frame, vertical rods and peripheral edge folding frames, wherein the upper rigid frame is formed by abutting and just connecting a plurality of ring members with the same structure, the lower rigid frame is formed by abutting and just connecting a plurality of ring members with the same structure in the middle and a plurality of ring-lacking members with the same structure in the outer edge area, the ring members comprise quarter ring-lacking members with the same structure in the corners and half ring members with half ring members arranged between the quarter ring-lacking members, the ring members of the upper rigid frame and the ring members of the lower rigid frame are identical in structure, the ring members of the upper rigid frame and the ring members of the lower rigid frame are arranged in a staggered mode according to transverse and longitudinal regular arrays, the ring members or ring-lacking members of the upper rigid frame and the ring members of the lower rigid frame are arranged in a staggered mode, the ring members or ring-lacking members of the upper rigid frame are connected through the vertical rods, the ring members or ring members of the upper rigid frame are connected with the periphery of the lower rigid frame in a surrounding mode, and the periphery of the rigid frame is connected with the periphery of the lower rigid frame.
2. The double-deck dislocation truss of claim 1, wherein: the projection of the annular member of the upper rigid frame on the horizontal plane is overlapped with the projection of the annular member or the annular gap member of the corresponding lower rigid frame on the horizontal plane, so that four overlapped areas are formed, and the shapes and the areas of the four overlapped areas are the same.
3. The double-deck dislocation truss of claim 2, wherein: the double-layer dislocation truss is made of Q235 or Q345 steel.
4. The double-deck dislocation truss of claim 1, wherein: the section of the section steel used for manufacturing the vertical rod is rectangular or circular.
5. The double-deck dislocation truss of claim 1, wherein: the peripheral edge folding frame is formed by welding rectangular pipes, round steel pipes or H-shaped steel.
6. The double-deck dislocation truss of claim 4, wherein: the high span ratio of the double-layer staggered truss is not less than 1/20.
7. The double-deck dislocation truss of claim 6, wherein: the high span ratio of the double-layer staggered truss is 1/18-1/10.
8. The double-deck dislocation truss of claim 7, wherein: the ratio of the thickness to the diameter of the annular member is 1/12-1/15.
9. The construction method of the double-deck staggered truss of a building structure according to any one of claims 1 to 8, comprising the steps of:
step one, erecting a bracket for supporting the double-layer staggered truss at a corresponding welding position on a construction site;
planning the whole truss to be built, and dividing the whole truss into a plurality of double-layer staggered trusses along the length direction;
step three, processing an upper rigid frame, a lower rigid frame, vertical rods and peripheral edge folding frames of each double-layer staggered truss in a factory, and conveying all the components to a site;
splicing all the parts into double-layer staggered trusses, and performing nondestructive inspection on a welding interface;
step five, hoisting each double-layer staggered truss to the upper surface of the bracket by using hoisting equipment, and welding the double-layer staggered trusses on the bracket to form a whole truss;
and step six, dismantling the bracket and the lifting equipment.
10. The method of constructing a double-deck staggered truss for a building structure according to claim 9, wherein: and step six, carrying out structural checking calculation on working conditions of corresponding stages before the bracket and the hoisting equipment are dismantled, and planning a dismantling sequence.
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| CN201711383997.3A CN108035441B (en) | 2017-12-20 | 2017-12-20 | Double-layer staggered truss of building structure and construction method thereof |
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| CN201711383997.3A CN108035441B (en) | 2017-12-20 | 2017-12-20 | Double-layer staggered truss of building structure and construction method thereof |
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| CN108035441A CN108035441A (en) | 2018-05-15 |
| CN108035441B true CN108035441B (en) | 2023-06-20 |
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| JP2002235374A (en) * | 2001-02-08 | 2002-08-23 | Takenaka Komuten Co Ltd | Structure with large span frame |
| CN101440667A (en) * | 2008-07-25 | 2009-05-27 | 中铁四局集团有限公司 | Mounting method for wide span single layer rain shed reticulated shell structure |
| CN102011922A (en) * | 2010-12-03 | 2011-04-13 | 西安电子科技大学 | Deployable surface device with fixed truss structure |
| CN104074265A (en) * | 2014-07-09 | 2014-10-01 | 天津大学 | Truss type aluminum alloy double-layer spatial lattice structure |
| CN207829162U (en) * | 2017-12-20 | 2018-09-07 | 广东省建筑设计研究院 | A kind of double-deck dislocation truss of building structure |
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2017
- 2017-12-20 CN CN201711383997.3A patent/CN108035441B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002235374A (en) * | 2001-02-08 | 2002-08-23 | Takenaka Komuten Co Ltd | Structure with large span frame |
| CN101440667A (en) * | 2008-07-25 | 2009-05-27 | 中铁四局集团有限公司 | Mounting method for wide span single layer rain shed reticulated shell structure |
| CN102011922A (en) * | 2010-12-03 | 2011-04-13 | 西安电子科技大学 | Deployable surface device with fixed truss structure |
| CN104074265A (en) * | 2014-07-09 | 2014-10-01 | 天津大学 | Truss type aluminum alloy double-layer spatial lattice structure |
| CN207829162U (en) * | 2017-12-20 | 2018-09-07 | 广东省建筑设计研究院 | A kind of double-deck dislocation truss of building structure |
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| 谭坚 ; 区彤 ; 李松柏 ; 傅剑波 ; 贾勇 ; 颜美琴 ; .广州亚运城体操馆结构设计.建筑结构学报.2010,(第03期),全文. * |
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