CN115233997A - Stress release method for large-span concave stereo pipe truss structure - Google Patents
Stress release method for large-span concave stereo pipe truss structure Download PDFInfo
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- CN115233997A CN115233997A CN202211151140.XA CN202211151140A CN115233997A CN 115233997 A CN115233997 A CN 115233997A CN 202211151140 A CN202211151140 A CN 202211151140A CN 115233997 A CN115233997 A CN 115233997A
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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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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/30—Columns; Pillars; Struts
- E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
Abstract
The invention discloses a stress release method for a large-span concave type stereo pipe truss structure, and belongs to the technical field of steel structure building construction. The method is characterized in that a stress release device is additionally arranged at the joint of the steel pipe concrete column and a lower concave three-dimensional pipe truss support, the stress release device comprises two hydraulic jacks arranged at two sides of the joint, the lower concave three-dimensional pipe truss support is lifted by the two hydraulic jacks, two polytetrafluoroethylene plates are padded between the column top and the support, the two hydraulic jacks are unloaded synchronously, and the column top and the support slide relatively between the two polytetrafluoroethylene plates so as to release the horizontal stress generated by the lower concave three-dimensional pipe truss and the steel pipe concrete column under the action of construction load. The method is convenient to operate, high in safety and low in construction cost, and construction quality is well guaranteed.
Description
Technical Field
The invention belongs to the technical field of steel structure building construction, and particularly relates to a stress releasing method for a large-span concave stereo pipe truss structure. The method is a stress releasing method which is adopted when stress generated after installation cannot be automatically released due to the fact that a support base plate is in contact with a steel pipe concrete column top plate and friction force is large in a large-span concave type stereo pipe truss structure.
Background
With the development of the times, the forms of steel structure buildings are gradually diversified, and steel structure buildings with various shapes are applied, wherein the steel structure buildings comprise large-span concave stereo pipe truss roofs. The two ends of the lower chord tube of the pipe truss of the steel structure building are hinged to the column top of the steel pipe concrete column through a support (an anti-seismic spherical steel support), and the upper part of the pipe truss is a metal roof system. After the concave type three-dimensional pipe truss is installed in place, firstly, a support at one end is welded and fixed with the top of a steel pipe concrete column, and a support at the other end is welded and fixed after the roof structure installation, the purlin installation and the roof panel installation are completed. Along with the gradual change of the load of the upper part of the concave type three-dimensional pipe truss in the installation process, the concave type three-dimensional pipe truss is deformed in a downwarping mode, horizontal stress is generated at the supports at two ends, the friction force between the bottom plate of each support and the steel plate at the top of the column is larger than the horizontal stress, the rigidity of the concrete-filled steel tube column is not enough to resist the horizontal stress, horizontal displacement is generated at the column head of the concrete-filled steel tube column, the verticality of the concrete-filled steel tube column exceeds the standard, and the structural safety is affected.
Disclosure of Invention
The invention aims to solve the problem that stress generated after installation cannot be automatically released due to the fact that a support base plate is in contact with a steel pipe concrete column top plate to cause large friction force in a large-span concave type stereo pipe truss roof structure, and provides a stress releasing method for the large-span concave type stereo pipe truss structure.
The invention is realized by the following technical scheme:
a stress release method of a large-span concave type three-dimensional pipe truss structure is characterized in that a stress release device is additionally arranged at the joint position of a steel pipe concrete column and a concave three-dimensional pipe truss support, the stress release device comprises two hydraulic jacks arranged at two sides of the joint position, the concave three-dimensional pipe truss support is lifted by the two hydraulic jacks, two polytetrafluoroethylene plates are padded between the column top and the support, the two hydraulic jacks are unloaded synchronously, the column top and the support slide relatively between the two polytetrafluoroethylene plates, so that the horizontal stress generated by the concave three-dimensional pipe truss support and the steel pipe concrete column under the action of construction load is released, the horizontal displacement of the column head of the steel pipe concrete column under the action of the original construction load is recovered, and the verticality of the steel pipe concrete column meets the requirements of design and specification; the method specifically comprises the following steps:
1) Preparing each part for forming a stress release device, wherein the stress release device comprises two brackets, two hydraulic jacks, two cantilever structural members and two polytetrafluoroethylene plates;
2) The two sides of the top of the steel pipe concrete column are respectively fixed with a bracket, the bracket comprises three vertical plate ribs which are arranged at intervals in parallel, the vertical plate ribs are right-angled triangles, the three vertical plate ribs are all arranged in a mode that the top edge is a right-angled edge, the inner side edge is a right-angled edge and the outer side edge is a bevel edge, the right-angled edges of the inner side edges of the three vertical plate ribs are welded and fixed with a vertical wall plate of the steel pipe concrete column, the right-angled edges of the top edges of the three vertical plate ribs are jointly welded and fixed with an upper horizontal plate, and the upper horizontal plate is used as a bottom supporting surface of the hydraulic jack;
3) The lower chord tube of the concave-shaped three-dimensional tube truss is fixedly connected with the support through a cross support plate, two sides of the cross support plate are respectively fixed with an overhanging structural member, the overhanging structural members comprise three vertical connecting plates which are arranged at intervals and in parallel, the vertical connecting plates are rectangular, and the three vertical connecting plates are all arranged in a mode that the top edge and the bottom edge are long edges, and the inner side edge and the outer side edge are short edges; the inner side edges of the three vertical connecting plates extend into the cross supporting plate and are welded and fixed with the ribbed plates of the cross supporting plate, and meanwhile, the plate surfaces of the three vertical connecting plates are respectively attached to the plate surfaces of the three supporting plates of the cross supporting plate and are welded and fixed; a lower horizontal plate is welded and fixed at the bottom edges of the three vertical connecting plates together, and the lower horizontal plate is used as a top supporting surface of the hydraulic jack;
4) Two sides of the joint part of the steel tube concrete column and the lower concave stereo tube truss support are respectively provided with a hydraulic jack, the bottom of a cylinder body of each hydraulic jack is supported on a horizontal plate at the upper part of a bracket, and the top of a piston rod of each hydraulic jack is supported on a horizontal plate at the lower part of the cantilever structural member;
5) Controlling two hydraulic jacks to synchronously support, synchronously and slowly jacking the lower concave three-dimensional pipe truss for 10mm, jacking for two times, jacking for 5mm, observing no abnormity, and then jacking for 5mm; cleaning the top surface of the separated concrete filled steel tubular column and the lower surface of the support, and arranging two 5 mm-thick polytetrafluoroethylene plates between the top surface and the lower surface to form an upper layer of polytetrafluoroethylene plate and a lower layer of polytetrafluoroethylene plate; one side of the polytetrafluoroethylene plate is a smooth surface, the other side of the polytetrafluoroethylene plate is a surface with a pit, the smooth surface of the polytetrafluoroethylene plate on the upper layer faces the lower surface of the support, the smooth surface of the polytetrafluoroethylene plate on the lower layer faces the top surface of the concrete-filled steel tubular column, the surface with the pit of the polytetrafluoroethylene plate on the upper layer and the surface with the pit of the polytetrafluoroethylene plate on the lower layer are oppositely arranged, and vaseline petrolatum lubricating oil is smeared between the surfaces;
6) Controlling the two hydraulic jacks to synchronously descend for unloading, converting the load of the concave type vertical pipe truss structure from the support of the synchronous hydraulic jacks into the support of the polytetrafluoroethylene plates, and simultaneously, enabling the two polytetrafluoroethylene plates to relatively slide so as to release stress;
7) After the load of the upper structure of the lower concave type vertical pipe truss is loaded, the support and the steel pipe concrete column are welded and fixed, the polytetrafluoroethylene plate outside a groove is cut off along a groove of a bottom plate of the support, a welding backing plate with the thickness of 6mm and the width of 10mm is additionally arranged at the position of the welding groove, and the support and a top plate of the steel pipe concrete column are welded and fixed by adopting multilayer multi-pass welding.
Further, stress release is sequentially carried out from the concave-down three-dimensional pipe truss at one end of the building to the concave-down three-dimensional pipe truss at the other end of the building.
Further, in the step 5) of the method, before controlling the two hydraulic jacks to perform synchronous jacking, a temporary support limiting stop iron is welded and fixed on a top plate of the steel tube concrete column, and a gap of 50mm is reserved between the temporary support limiting stop iron and a bottom plate edge of the support.
Further, in step 5) of the above method, the size of the teflon plate of the lower layer is 550mm × 650mm, and the size of the teflon plate of the upper layer is 480mm × 480mm.
Further, in the step 5) of the above method, the surface with the pits of the polytetrafluoroethylene plate is a surface with a plurality of uniformly distributed pits.
Compared with the prior art, the method has the following beneficial effects:
the method solves the problem that the stress generated after the installation of the large-span concave type stereo pipe truss roof structure cannot be automatically released due to the large contact friction force between the support base plate and the steel pipe concrete column top plate. The method has the advantages of scientific design, reasonable steps, convenient construction, simple operation, high safety and low construction cost, ensures that the verticality of the steel pipe concrete column meets the standard and guarantees the safety and the quality of the structure.
Drawings
The accompanying drawings are included to provide a further description of the invention and are incorporated in and constitute a part of this application, with the exemplary embodiments and description of the invention being given to illustrate and not limit the invention.
Fig. 1 is a schematic connection diagram of a large-span concave type stereo pipe truss and a concrete-filled steel pipe column.
Fig. 2 is a front view of the connection of a lower chord pipe in a large-span concave type stereo pipe truss and a concrete filled steel pipe column through a support.
Fig. 3 is a side view of the connection between the lower chord tube and the steel tube concrete column through the support in the large-span concave type stereo tube truss.
FIG. 4 is a front view of a stress relief means between the pedestal and the concrete filled steel tubular column.
FIG. 5 is a side view of a stress relief means between the pedestal and the concrete filled steel tubular column.
Fig. 6 is a front view of the structure of the bracket in the stress relieving device.
Fig. 7 is a side view of the structure of a corbel in the strain relief device.
Fig. 8 is a front view of the structure of the cantilever structure in the stress relief device.
Fig. 9 is a side view of the structure of the cantilevered structure of the strain relief device.
FIG. 10 is a schematic view of the welding of the pedestal to the concrete filled steel tubular column.
In the figure: 1-a steel pipe concrete column, 2-a support, 3-a hydraulic jack, 4-a polytetrafluoroethylene plate, 5-a bracket, 6-an overhanging structural member, 7-a cross support plate, 8-a lower chord tube, 9-a welding backing plate, 10-a plurality of layers of multi-welding seams and 11-a concave vertical tube truss;
5-1-vertical plate ribs, 5-2-upper horizontal plates, 6-1-vertical connecting plates and 6-2-lower horizontal plates.
Detailed Description
In order that those skilled in the art will better understand the present invention, a more complete and complete description of the present invention is provided below in conjunction with the accompanying drawings and examples. In addition, the features of the embodiments and examples in the present application may be combined with each other without conflict.
In the description of the present invention, it is to be understood that the terms "top," "bottom," "inner," "outer," "upper," "lower," and the like are used in the orientations and positional relationships indicated in the drawings, which are used for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed in a particular orientation, and be operated, and thus are not to be construed as limiting the present invention.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art through specific situations.
As shown in fig. 1 to 3, when the large-span concave three-dimensional pipe truss 11 is installed, the end parts of the two ends of the lower chord pipe 8 are hinged to the top of the steel pipe concrete column 1 through the support 2, the lower chord pipe 8 is connected with the support 2 through the cross support plate 7, the cross support plate 7 is fixed on the support 2, the cross support plate 7 is composed of a ribbed plate in the middle and three support plates fixed on the ribbed plate at intervals, notches for supporting and fixing the lower chord pipe 8 are formed in all the three support plates, and the lower chord pipe 8 is supported and fixed in the notches on the three support plates. However, as the installation process is carried out, the load on the upper part of the concave type stereo pipe truss 11 gradually changes, the concave type stereo pipe truss is deformed in a downwarping mode, horizontal stress is generated at the supports at the two ends, the friction force between the bottom plate of the support 2 and the steel plate at the top of the column is larger than the horizontal stress, the rigidity of the steel pipe concrete column 1 is not enough to resist the horizontal stress, horizontal displacement is generated at the column head of the steel pipe concrete column 1, the verticality of the steel pipe concrete column 1 exceeds the standard, and the structural safety is affected.
In order to solve the above problems, the present embodiment provides a method for releasing stress of a large-span concave type stereo pipe truss structure, which specifically includes: the stress release device is additionally arranged at the joint part of the steel tube concrete column 1 and the support 2, as shown in figures 4 and 5, the stress release device comprises two hydraulic jacks 3 arranged at two sides of the joint part, the concave vertical tube truss 11 is jacked up by utilizing the two hydraulic jacks 3, two polytetrafluoroethylene plates 4 are padded between the column top and the support 2, then the two hydraulic jacks 3 are synchronously unloaded, the column top and the support 2 generate relative sliding between the two polytetrafluoroethylene plates 4, so that the horizontal stress generated by the concave vertical tube truss 11 and the steel tube concrete column 1 under the action of construction load is released, the horizontal displacement of the column cap of the steel tube concrete column 1 under the action of original construction load is recovered, and the verticality of the steel tube concrete column 1 meets the design and standard requirements.
The stress release sequence of the method is as follows: stress release is sequentially performed from the concave-shaped three-dimensional pipe truss 11 at one end of the building to the concave-shaped three-dimensional pipe truss 11 at the other end of the building.
The stress release method for the large-span concave type three-dimensional pipe truss structure comprises the following specific construction steps:
1) Preparing each part forming a stress release device, wherein the stress release device comprises two brackets 5, two hydraulic jacks 3, two cantilever structural members 6 and two polytetrafluoroethylene plates 4;
2) The two sides of the top of the steel tube concrete column 1 are respectively fixed with a bracket 5, as shown in fig. 6 and 7, each bracket 5 comprises three vertical plate ribs 5-1 which are arranged at intervals and in parallel, each vertical plate rib 5-1 is a right-angled triangle, each vertical plate rib 5-1 is arranged in a mode that the top edge is a right-angled edge, the inner side edge is a right-angled edge and the outer side edge is a bevel edge, the right-angled edges of the inner side edges of the three vertical plate ribs 5-1 are welded and fixed with the vertical wall plate of the steel tube concrete column 1, the right-angled edges of the top edges of the three vertical plate ribs 5-1 are jointly welded and fixed with an upper horizontal plate 5-2, and the upper horizontal plate 5-2 is used as a bottom supporting surface of a hydraulic jack 3;
3) Two sides of the cross-shaped support plate 7 are respectively fixed with an overhanging structural part 6, as shown in fig. 8 and 9, the overhanging structural part 6 comprises three vertical connecting plates 6-1 which are arranged at intervals and in parallel, the vertical connecting plates 6-1 are rectangular, and the three vertical connecting plates 6-1 are all arranged in a mode that the top edge and the bottom edge are long edges, and the inner edge and the outer edge are short edges; the inner side edges of the three vertical connecting plates 6-1 extend into the cross supporting plate 7 and are welded and fixed with the ribbed plates of the cross supporting plate 7, and meanwhile, the plate surfaces of the three vertical connecting plates 6-1 are respectively attached to the plate surfaces of the three supporting plates of the cross supporting plate 7 and are welded and fixed; a lower horizontal plate 6-2 is welded and fixed at the bottom edges of the three vertical connecting plates 6-1, and the lower horizontal plate is used as a top supporting surface of the hydraulic jack 3;
4) Two sides of the joint part of the steel tube concrete column 1 and the support 2 of the lower concave three-dimensional tube truss 11 are respectively provided with a hydraulic jack 3, the bottom of a cylinder body of each hydraulic jack 3 is supported on an upper horizontal plate 5-2 of a bracket 5, and the top of a piston rod of each hydraulic jack 3 is supported on a lower horizontal plate 6-2 of an overhanging structural member 6;
5) Welding and fixing a temporary support limiting stop iron on a top plate of the steel tube concrete column 1, and reserving a gap of 50mm between the temporary support limiting stop iron and a bottom plate edge of a support 2; controlling two hydraulic jacks 3 to synchronously support, synchronously and slowly jacking the lower concave three-dimensional pipe truss for 10mm, jacking for two times, jacking for 5mm, observing no abnormity, and then jacking for 5mm; cleaning the top surface of the separated concrete filled steel tubular column 1 and the lower surface of the support 2, and arranging two 5 mm-thick polytetrafluoroethylene plates 4 between the two to form an upper layer of polytetrafluoroethylene plate 4 and a lower layer of polytetrafluoroethylene plate 4, wherein the size of the lower layer of polytetrafluoroethylene plate 4 is 550mm multiplied by 650mm, and the size of the upper layer of polytetrafluoroethylene plate 4 is 480mm multiplied by 480mm; one surface of the polytetrafluoroethylene plate 4 is a smooth surface, the other surface is a surface with pits, the surface with pits is a surface evenly distributed with a plurality of pits, the smooth surface of the polytetrafluoroethylene plate 4 on the upper layer faces the lower surface of the support 2, the smooth surface of the polytetrafluoroethylene plate 4 on the lower layer faces the top surface of the concrete-filled steel tubular column 1, the surface with pits of the polytetrafluoroethylene plate 4 on the upper layer and the surface with pits of the polytetrafluoroethylene plate 4 on the lower layer are oppositely arranged, and vaseline petrolatum lubricating oil is smeared between the surfaces;
6) Controlling the two hydraulic jacks 3 to synchronously descend for unloading, converting the structural load of the concave type three-dimensional pipe truss 11 from the support of the synchronous hydraulic jacks 3 into the support of the polytetrafluoroethylene plates 4, and simultaneously, enabling the two polytetrafluoroethylene plates 4 to relatively slide so as to release the stress;
7) After the upper structure load of the lower concave type vertical pipe truss 11 is loaded, the support 2 and the steel pipe concrete column 1 are welded and fixed, the polytetrafluoroethylene plate 4 outside a groove is cut off along a groove of a bottom plate of the support 2, a welding backing plate 9 with the thickness of 6mm and the width of 10mm is additionally arranged at the position of the welding groove, a plurality of layers of multi-pass welding seams 10 are adopted for welding, and the support 2 and a top plate of the steel pipe concrete column 1 are welded and fixed, as shown in fig. 10.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that various changes and modifications can be made by those skilled in the art without departing from the spirit of the invention, and these changes and modifications are all within the scope of the invention.
Claims (5)
1. The utility model provides a large-span recessed stereo pipe truss structure stress release method, a serial communication port, add the stress release device at the handing-over position of steel core concrete column and concave stereo pipe truss support, the stress release device includes two hydraulic jack of arranging in handing-over position both sides, utilize two hydraulic jack to lift concave stereo pipe truss support, fill in two polytetrafluoroethylene boards between capital and support, unload two hydraulic jack in step again, capital and support produce relative slip between two polytetrafluoroethylene boards, with the horizontal stress that concave stereo pipe truss produced with steel core concrete column under the construction loading effect of this release, specifically include the following step:
1) Preparing each part for forming a stress release device, wherein the stress release device comprises two brackets, two hydraulic jacks, two cantilever structural members and two polytetrafluoroethylene plates;
2) The two sides of the top of the steel pipe concrete column are respectively fixed with a bracket, the bracket comprises three vertical plate ribs which are arranged at intervals in parallel, the vertical plate ribs are right-angled triangles, the three vertical plate ribs are all arranged in a mode that the top edge is a right-angled edge, the inner side edge is a right-angled edge and the outer side edge is a bevel edge, the right-angled edges of the inner side edges of the three vertical plate ribs are welded and fixed with a vertical wall plate of the steel pipe concrete column, the right-angled edges of the top edges of the three vertical plate ribs are jointly welded and fixed with an upper horizontal plate, and the upper horizontal plate is used as a bottom supporting surface of the hydraulic jack;
3) The lower chord tube of the concave-shaped three-dimensional tube truss is fixedly connected with the support through a cross support plate, two sides of the cross support plate are respectively fixed with an overhanging structural member, the overhanging structural members comprise three vertical connecting plates which are arranged at intervals and in parallel, the vertical connecting plates are rectangular, and the three vertical connecting plates are all arranged in a mode that the top edge and the bottom edge are long edges, and the inner side edge and the outer side edge are short edges; the inner side edges of the three vertical connecting plates extend into the cross supporting plate and are welded and fixed with the ribbed plates of the cross supporting plate, and meanwhile, the plate surfaces of the three vertical connecting plates are respectively attached to the plate surfaces of the three supporting plates of the cross supporting plate and are welded and fixed; a lower horizontal plate is welded and fixed at the bottom edges of the three vertical connecting plates together, and the lower horizontal plate is used as a top supporting surface of the hydraulic jack;
4) Two sides of the joint of the steel tube concrete column and the lower concave three-dimensional tube truss support are respectively provided with a hydraulic jack, the bottom of a cylinder body of each hydraulic jack is supported on an upper horizontal plate of a bracket, and the top of a piston rod of each hydraulic jack is supported on a lower horizontal plate of the cantilever structural member;
5) Controlling two hydraulic jacks to synchronously support, synchronously and slowly jacking the lower concave three-dimensional pipe truss for 10mm, jacking for two times, jacking for 5mm, observing no abnormity, and then jacking for 5mm; cleaning the top surface of the separated concrete filled steel tubular column and the lower surface of the support, and arranging two 5 mm-thick polytetrafluoroethylene plates between the top surface and the lower surface to form an upper layer of polytetrafluoroethylene plate and a lower layer of polytetrafluoroethylene plate; one side of the polytetrafluoroethylene plate is a smooth surface, the other side of the polytetrafluoroethylene plate is a surface with a pit, the smooth surface of the polytetrafluoroethylene plate on the upper layer faces the lower surface of the support, the smooth surface of the polytetrafluoroethylene plate on the lower layer faces the top surface of the concrete-filled steel tubular column, the surface with the pit of the polytetrafluoroethylene plate on the upper layer and the surface with the pit of the polytetrafluoroethylene plate on the lower layer are oppositely arranged, and vaseline petrolatum lubricating oil is smeared between the surfaces;
6) Controlling the two hydraulic jacks to synchronously descend for unloading, converting the load of the concave type vertical pipe truss structure from the support of the synchronous hydraulic jacks into the support of the polytetrafluoroethylene plates, and simultaneously, enabling the two polytetrafluoroethylene plates to relatively slide so as to release stress;
7) After the load of the upper structure of the lower concave type vertical pipe truss is loaded, the support and the steel pipe concrete column are welded and fixed, the polytetrafluoroethylene plate outside a groove is cut off along a groove of a bottom plate of the support, a welding backing plate with the thickness of 6mm and the width of 10mm is additionally arranged at the position of the welding groove, and the support and a top plate of the steel pipe concrete column are welded and fixed by adopting multilayer multi-pass welding.
2. The method for relieving stress of the large-span concave type stereo pipe truss structure according to claim 1, wherein the stress relieving step comprises the following steps: and stress release is sequentially carried out from the concave-down stereo pipe truss at one end of the building to the concave-down stereo pipe truss at the other end of the building.
3. The method for releasing the stress of the large-span concave type stereo pipe truss structure according to claim 1, wherein the stress releasing method comprises the following steps: and 5) before controlling the two hydraulic jacks to synchronously support, welding and fixing a temporary support limiting stop iron on a top plate of the concrete-filled steel tubular column, and reserving a gap of 50mm between the temporary support limiting stop iron and a bottom plate side of the support.
4. The method for relieving stress of the large-span concave type stereo pipe truss structure according to claim 1, wherein the stress relieving step comprises the following steps: in step 5), the size of the polytetrafluoroethylene plate at the lower layer is 550mm multiplied by 650mm, and the size of the polytetrafluoroethylene plate at the upper layer is 480mm multiplied by 480mm.
5. The method for releasing the stress of the large-span concave type stereo pipe truss structure according to claim 4, wherein the stress releasing step comprises the following steps: the surface with the pits of the polytetrafluoroethylene plate is a surface with a plurality of pits uniformly distributed.
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