CN114855991A - Folding method suitable for large-span arched steel structure building - Google Patents

Folding method suitable for large-span arched steel structure building Download PDF

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Publication number
CN114855991A
CN114855991A CN202210689405.5A CN202210689405A CN114855991A CN 114855991 A CN114855991 A CN 114855991A CN 202210689405 A CN202210689405 A CN 202210689405A CN 114855991 A CN114855991 A CN 114855991A
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China
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arch
construction
steel
welding
steel structure
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Chinese (zh)
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CN114855991B (en
Inventor
刘小锋
吴志豪
任云忠
白尉宏
操召祥
蒋秋兰
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China Construction First Group Corp Ltd
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China Construction First Group Corp Ltd
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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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B1/1903—Connecting nodes specially adapted therefor
    • 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
    • E04B1/32—Arched structures; Vaulted structures; Folded structures
    • E04B1/3211—Structures with a vertical rotation axis or the like, e.g. semi-spherical structures
    • 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
    • E04B1/58—Connections for building structures in general of bar-shaped building elements
    • 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
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/74—Heat, sound or noise insulation, absorption, or reflection; Other building methods affording favourable thermal or acoustical conditions, e.g. accumulating of heat within walls
    • E04B1/76—Heat, sound or noise insulation, absorption, or reflection; Other building methods affording favourable thermal or acoustical conditions, e.g. accumulating of heat within walls specifically with respect to heat only
    • 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
    • E04G21/12—Mounting of reinforcing inserts; Prestressing
    • 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
    • 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
    • E04G21/16—Tools or apparatus
    • E04G21/18—Adjusting tools; Templates
    • 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
    • E04G21/16—Tools or apparatus
    • E04G21/18—Adjusting tools; Templates
    • E04G21/1841—Means for positioning building parts or elements
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B1/1903—Connecting nodes specially adapted therefor
    • E04B2001/1921—Connecting nodes specially adapted therefor with connecting nodes having radial connecting stubs
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1924—Struts specially adapted therefor
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1924—Struts specially adapted therefor
    • E04B2001/1954—Struts specially adapted therefor uninterrupted struts connecting alternately with the outer planes of the framework, e.g. zig-zagging struts
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1957—Details of connections between nodes and struts
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1957—Details of connections between nodes and struts
    • E04B2001/1963—Screw connections with axis at an angle, e.g. perpendicular, to the main axis of the strut
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1957—Details of connections between nodes and struts
    • E04B2001/1972—Welded or glued connection
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1981—Three-dimensional framework structures characterised by the grid type of the outer planes of the framework
    • 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
    • E04B1/32—Arched structures; Vaulted structures; Folded structures
    • E04B2001/3235—Arched structures; Vaulted structures; Folded structures having a grid frame
    • E04B2001/3241—Frame connection details
    • E04B2001/3247—Nodes
    • 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
    • E04G21/12—Mounting of reinforcing inserts; Prestressing
    • E04G2021/127—Circular prestressing of, e.g. columns, tanks, domes

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Mechanical Engineering (AREA)
  • Acoustics & Sound (AREA)
  • Working Measures On Existing Buildindgs (AREA)
  • Rod-Shaped Construction Members (AREA)

Abstract

The invention relates to the field of building construction, in particular to a folding method suitable for a large-span arch steel structure building, which comprises the following steps: A. laying a steel structure construction control net; B. dividing the flowing water construction sections; C. assembling and welding steel structural members; D. and (5) folding. According to the folding method suitable for the large-span arched steel structure building, the measurement control net is arranged in the construction area before the steel structure member is installed, so that the accurate control of the three-dimensional position of the construction area is realized, and the accurate position falling of the steel structure member in the installation process is ensured; meanwhile, the flowing water construction sections are divided according to the deployment of construction machinery and constructors, the arch areas of the steel structures are divided into independent construction sections, and emphatic treatment measures are taken aiming at difficult engineering points and key areas, so that the deviation of the arch members during installation is further avoided, the steel structures can be orderly pushed during construction, and the whole construction progress is prevented from being influenced.

Description

Folding method suitable for large-span arched steel structure building
Technical Field
The invention relates to the field of building construction, in particular to a folding method suitable for a large-span arch steel structure building.
Background
Along with the continuous development of the modern building industry, the building design and construction level is gradually improved, and the special-shaped building of the steel structure system is more and more applied to the design and construction of large-scale public buildings because of having special appearance expressive force. The arch structure steel structure building has a thrust structure with an arc axis, the support generates horizontal thrust under the action of vertical load, bending moment generated by the load action is converted into axial pressure by utilizing a curve arch shaft of the arch structure steel structure building, and the arch structure steel structure building has higher rigidity and bearing capacity particularly when bearing the full-span load action, so that the arch structure steel structure building is widely applied to a large-span space structure. However, the arch structure still has disadvantages in actual construction, which are described as follows:
due to the structural characteristics of the arch structure building, the steel arch member has slight deviation in the installation process, so that the steel arch member can not fall off, more energy is spent to repeatedly adjust and correct, the construction cost is increased, and the construction progress is influenced.
Therefore, there is a need for a construction method of an arch steel structure building to solve the above problems in the prior art.
Disclosure of Invention
The invention aims to: aiming at the problems that in the prior art, due to the structural characteristics of an arch structure building, a steel arch member has slight deviation in the installation process, the steel arch member can not fall off, more efforts are spent to repeatedly adjust and correct, the construction cost is increased, and the construction progress is influenced, the folding method suitable for the large-span arch steel structure building is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a folding method suitable for a large-span arch steel structure building comprises the following steps:
A. laying a steel structure construction control net: laying a steel structure construction control net according to a design drawing and a field actual condition to form a reference basis for steel structure installation and construction;
B. dividing the flowing water construction section: dividing the flowing water construction sections according to the deployment of construction machinery and constructors, and dividing the arch area of the steel structure into independent construction sections;
C. assembling and welding steel structural members: b, assembling and welding steel beam members and steel column members according to the flowing water construction sections divided in the step B, so that the structures of all the flowing water construction sections are formed;
D. folding: and assembling the steel structure members at the construction joint positions of the adjacent flowing water construction sections to form an integral structure for the steel structure building.
Preferably, in the step a, the steel structure plane control net needs to be laid by simultaneously establishing a construction plane control net and a construction elevation control net.
Preferably, the elevation reference point is set based on the steel structure arch springing bottom plate supporting surface.
Preferably, the elevation observation points are arranged at the positions of the arch of the steel structure and/or the shape change of the arch axis and/or the position of the cross-over.
Preferably, an axis datum point is respectively arranged on both sides of the upper surface of the arch springing bottom plate in the longitudinal and transverse directions, and an axis observation point is synchronously arranged at the elevation observation point
Preferably, after the construction sections of the flowing water in the step B are divided, the super-long steel beam members and the steel column members are processed in sections according to the performance and design requirements of hoisting machinery of each flowing water construction section.
Preferably, when the steel structural members are assembled and welded in the step C, all the flow construction sections are synchronously constructed to the arch top elevation of the arch ring structure, the closing construction of the arch ring structure and the installation construction of the steel structural members above the arch top elevation in the independent arch area are suspended until all the steel beam members and the steel column members of the rest construction sections are completely installed, and then the installation of the rest steel structural members of the construction sections in the arch area is performed.
Preferably, a high-altitude bulk method is adopted when the steel beam member is installed in the step C.
Preferably, when the arch area construction section is installed, the arch members are symmetrically installed from the arch springing to the two sides of the arch crown.
Preferably, the arch area construction section comprises a plurality of sections of arch ring main beams and a plurality of sections of arch ring secondary beams, the arch ring main beams are connected and combined to form a complete arch ring structure, the arch ring secondary beams are erected between the arch ring main beams and the steel column members and between the steel column members in the arch area construction section and used for improving the structural stability of the arch ring structure, and the arrangement positions of the sections of the arch ring main beams correspond to the arrangement positions of the arch ring secondary beams.
Preferably, at the connection point of the arch ring main beam segment, the connection area of the arch ring secondary beam and the arch ring main beam close to the arch springing side is larger than that of the arch ring main beam close to the arch crown side.
Preferably, the arch ring structure comprises an arch foot section, an arch springing section and an arch ring folding section, the arch foot section is arranged at the end part of the arch ring structure, the arch ring folding section is arranged at the arch top of the arch ring structure, the arch springing section is arranged between the arch foot section and the arch ring folding section, and in the arrangement range of the arch springing section, the connection surface of the arch ring main beam is obliquely arranged and points to one side of the bottom of the arch coupon.
Preferably, a support steel plate is further arranged at a connecting part of the arch ring main beam and the arch ring secondary beam, and the support steel plate is perpendicular to wing plates of the arch ring main beam and/or the arch ring secondary beam.
Preferably, the thickness of the support steel plate arranged on the arch ring main beam is larger than or equal to that of the arch ring main beam wing plate, and the thickness of the support steel plate arranged on the arch ring secondary beam is larger than or equal to that of the arch ring secondary beam wing plate.
Preferably, the arch members are installed and welded simultaneously with the reinforcement members to ensure stability of the arch members.
Preferably, the arch member reserves a shrinkage allowance according to the welding shrinkage deformation when assembling.
Preferably, the steel structural member is cleaned of impurities at the welding site before welding, and the groove size of the welding site is checked.
Preferably, before the steel structural member is welded, an arc striking plate is arranged at the starting point of the welding bead, and an arc extinguishing plate is arranged at the end point of the welding bead.
Preferably, the welding part is also required to be subjected to preheating treatment before the steel structural member is welded.
Preferably, the tack welding is performed before the final welding is performed, so that the position and the distance between the weldments are fixed.
Preferably, a multi-layer multi-pass welding method is adopted during formal welding.
Preferably, after welding, the welding piece is subjected to post-heat treatment, and a heat preservation device is arranged at the welding position.
Preferably, the steel structural members are connected by high-strength bolts.
Preferably, the high-strength bolt is inspected for the anti-slip coefficient of the friction surface of the connecting member before use, and for the flatness of the contact surface of the high-strength bolt connecting plate.
Preferably, the high-strength bolt is marked on the nut after being initially screwed or re-screwed so as to indicate that the initial screwing and the re-screwing are finished, and then the final screwing is carried out by using a special spanner until the quincunx head at the tail part of the bolt is screwed off.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. according to the folding method suitable for the large-span arched steel structure building, the measurement control net is arranged in the construction area before the steel structure member is installed, so that the accurate control of the three-dimensional position of the construction area is realized, and the accurate position falling of the steel structure member in the installation process is ensured; meanwhile, the flowing water construction sections are divided according to the deployment of construction machinery and constructors, the arch areas of the steel structures are divided into independent construction sections, and emphatic treatment measures are taken aiming at difficult engineering and key areas, so that the deviation of the arch members during the installation is further avoided, the steel structures can be orderly pushed during the construction, and the whole construction progress is prevented from being influenced;
2. according to the folding method suitable for the large-span arched steel structure building, when the steel structure members are assembled and welded in the step C, all the flow construction sections are synchronously constructed to the arch top elevation of the arch ring structure, the closed construction of the arch ring structure and the installation construction of the steel structure members above the arch top elevation in the independent arched area are suspended until all the steel beam members and the steel column members of the rest construction sections are completely installed, and then the installation of the rest steel structure members of the arched area construction sections is carried out. Through dividing the arch ring structure in the independent arch area into different installation groups, the one-time installation error cumulant of the arch ring main beam is reduced, thereby reducing the construction additional stress generated at the arch ring structure part and ensuring the molding quality of the arch ring structure. And the forming time of the main beam of the rear arch ring is shortened, so that the mounting stress, the welding internal stress, the temperature stress and the like generated when the steel structural member in the arch ring structural area is mounted can be better released, the probability of forced assembly when the arch ring structure is folded is effectively reduced, the forming quality of the arch ring structure is further ensured, and the integral construction quality of the building structure is improved.
3. The invention relates to a folding method suitable for a large-span arch steel structure building, which is characterized in that an arch area construction section comprises a plurality of sections of arch ring main beams and a plurality of sections of arch ring secondary beams, the plurality of arch ring main beams are connected and combined to form a complete arch ring structure, the arch ring secondary beams are erected between the arch ring main beams and steel column members and between the steel column members in the arch area construction section and used for improving the structural stability of the arch ring structure, and the arrangement positions of the connection points of the sections of the arch ring main beams correspond to the arrangement positions of the arch ring secondary beams. The arrangement positions of the connection points of the main beam sections of the arch ring correspond to the arrangement positions of the secondary beams of the arch ring, so that the structural stability of the parts is relatively reduced, and the stress generated when the steel structural member is installed can be released more easily under a controllable condition. In addition, due to the structural arrangement, stress release points on a steel structure building can be reduced, the installation of the steel structure member is easier to control, and the installation efficiency of the steel structure member is improved.
Drawings
FIG. 1 is a construction flow diagram of a folding method suitable for a large-span arch steel structure building.
FIG. 2 is a schematic diagram of division of a flow construction section suitable for a large-span arch steel structure building;
FIG. 3 is a structural diagram of a construction section of a large-span arch steel structure building in flowing water;
FIG. 4 is a schematic view of the structure of A in FIG. 3;
fig. 5 is a schematic view of a connection node of the arch ring main beam and the arch ring secondary beam.
The labels in the figure are: 1-arch ring main beam, 2-arch ring secondary beam, 3-arch ring structure, 4-arch springing segment, 5-arching segment, 6-folding segment and 7-supporting steel plate.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
As shown in fig. 1 to 5, the folding method for a large-span arch steel structure building according to the present invention includes the following steps:
A. laying a steel structure construction control net: laying a steel structure construction control net according to a design drawing and a field actual condition to form a reference basis for steel structure installation and construction;
B. dividing the flowing water construction section: dividing the flowing water construction sections according to the deployment of construction machinery and constructors, and dividing the arch area of the steel structure into independent construction sections;
C. assembling and welding steel structural members: b, assembling and welding steel beam members and steel column members according to the flowing water construction sections divided in the step B, so that the structures of all the flowing water construction sections are formed;
D. folding: and assembling the steel structure members at the construction joint positions of the adjacent flowing water construction sections to form an integral structure for the steel structure building.
By adopting the construction method of the arched steel structure building, the measurement control net is arranged in the construction area before the steel structure member is installed, so that the accurate control of the three-dimensional position of the construction area is realized, and the accurate placement of the steel structure member in the installation process is ensured; meanwhile, the flowing water construction sections are divided according to the deployment of construction machinery and constructors, the arch areas of the steel structures are divided into independent construction sections, and emphatic treatment measures are taken aiming at difficult engineering points and key areas, so that the deviation of the arch members during installation is further avoided, the steel structures can be orderly pushed during construction, and the whole construction progress is prevented from being influenced.
In the embodiment, the inventor considers that the steel arch members have slight deviation in the installation process of the arch structure building due to the structural characteristics of the arch structure building, so that the steel arch members can not fall, more energy is spent to repeatedly adjust and correct, the construction cost is increased, and the construction progress is influenced. Therefore, the measurement control net is arranged in the construction area before the steel structural member is installed, so that the accurate control of the three-dimensional position of the construction area is realized, and the accurate placement of the steel structural member in the installation process is ensured; meanwhile, the flowing water construction sections are divided according to the deployment of construction machinery and constructors, the arch areas of the steel structures are divided into independent construction sections, and emphatic treatment measures are taken aiming at difficult engineering points and key areas, so that the deviation of the arch members during installation is further avoided, the steel structures can be orderly pushed during construction, and the whole construction progress is prevented from being influenced.
Example 2
As shown in fig. 1 to 5, the method for folding a large-span arch-shaped steel structure building according to the present invention further includes, based on the above-mentioned manner, simultaneously building a construction plane control net and a construction elevation control net for laying the steel structure plane control net in step a. By adopting the construction method, the accuracy of the laid construction control network is ensured, so that the installation quality of the steel structure construction is improved, and the influence on the overall progress of the construction is avoided.
The main measuring instruments used in the present invention are as follows:
total station: the method is used for measuring and setting an I, II-grade engineering plane control network; assembling, installing and positioning the components; and detecting structural deformation.
Theodolite: the method is used for axis measurement and setting, on-site assembly jig paying-off measurement and setting and the like.
A leveling instrument: the method is used for measuring and setting an elevation control network, retesting the elevation of the truss and the like.
The specific layout requirements of the layout of the construction control network are as follows:
laying of planar control nets
a. Determining a unified planar coordinate system
The measuring system uniformly measures by using a coordinate system of the area where the project is located.
b. Layout of planar control points
Measurement accuracy requirement of plane control net
And observing the I-level and II-level plane control networks according to the precision of the first-level lead. The angle observation adopts a direction observation method, instrument operation and recording are carried out according to the specification, and the main technical requirements are shown in a table.
Technical requirements for wire measurement
Figure BDA0003698951050000081
When the total station is used for distance measurement, the index setting and detection of the instrument are required to be noticed, and the grade and the measured return number of the instrument are required to be in accordance with the following table.
Accuracy requirement of instrument
Controlling mesh levels Grading of instruments Total number of returns
Class I I. II precision 4
Stage II II precision 2
(3) Laying of elevation control net
The engineering elevation system is a yellow sea elevation system and is an absolute elevation in the construction process; in order to facilitate construction, the project adopts a relative elevation system.
In order to ensure the precision requirement of the vertical construction of the engineering steel structure, an elevation control net needs to be built in a field. Taking the provided GPS point as an elevation reference, and taking the GPS point as a primary elevation control point after rechecking without errors and protecting the GPS point; the precise level gauge introduces elevation points into a field by using a closed leveling measurement method, and the elevation points are used as an elevation reference for steel structure construction and a technical requirement table for leveling measurement.
Main technical requirements for leveling
Figure BDA0003698951050000091
Ground elevation point in the yard is surveyed on each floor respectively when the construction, and every floor is surveyed 1 ~ 2 elevation control points and is gone up the sign to the steel column to this basis as the installation elevation of each floor steel construction of control.
In a preferred embodiment, in addition to the above, the reference point for the elevation is set with reference to the supporting surface of the steel arch springing base plate.
The elevation datum point is a foundation and a reference for building deformation measurement work. The most basic requirement for the level reference point is to keep stability and reliability in the whole process of building deformation measurement. Therefore, the altitude reference point should be selected at a position which is less affected by the environment and can be stored for a long period of time. Meanwhile, the arrangement position of the elevation reference point also needs to ensure the convenience of observation. In the embodiment, the inventor takes the supporting surface of the steel structure arch springing bottom plate as a reference for setting the elevation reference point, and utilizes the characteristic that the influence of the external environment on the service life of the arch springing part is small, so that the stability of the set elevation reference point is ensured, and the accuracy of the installation elevation of the steel structure member is further ensured, thereby further improving the installation quality of the steel structure construction, and avoiding the influence on the overall progress of the construction; moreover, the elevation datum point is arranged at the arch springing position, so that the observation of operators is facilitated, and the working efficiency of the operators is ensured.
As a preferred embodiment, on the basis of the manner, the elevation observation point is further arranged at the position of the arch of the steel structure and/or the shape change of the arch axis and/or the position of the vertical and horizontal supply intersection.
The position of the elevation observation point should be set at a position where the deformation of the building connection structure is most likely to occur. For arch buildings, the most easily deformed positions are the arch crown of a steel structure, the shape change position of the arch axis and the position of the vertical and horizontal supply intersection. Therefore, in the embodiment, the position setting corresponding to the elevation observation point is carried out by the inventor, so that the deformation and displacement of the steel structural member can be found in time in the construction process, the deformation position of the steel structural member can be adjusted in time, repeated adjustment and correction during installation are avoided, and the orderly progress of the construction progress of the project is further ensured.
In a preferred embodiment, in addition to the above-described aspect, one axis reference point is provided on each of both sides in the longitudinal and transverse directions of the upper surface of the arch springing base plate, and axis observation points are provided at the elevation observation points in synchronization with each other.
Example 3
As shown in fig. 1 to 5, on the basis of the above manner, further, after the division of the flowing water construction section in the step B is completed, the overlength steel beam member and the steel column member are processed in sections according to the performance and design requirements of hoisting machinery of each flowing water construction section. By adopting the construction method, the cost for renting and hoisting equipment for a few specific steel structural members is reduced. On the other hand, by adopting the construction method, the difficulty in mounting the steel structural member is greatly reduced, and the quality of the mounted steel structural member is ensured, so that the ordered promotion of the engineering construction progress is further ensured.
Example 4
As shown in fig. 1 to 5, based on the above manner, further, when the steel structural members are assembled and welded in step C, all the flow construction sections are synchronously constructed to the arch top elevation of the arch ring structure, the closing construction of the arch ring structure and the installation construction of the steel structural members above the arch top elevation in the independent arch area are suspended until all the steel beam members and the steel column members of the rest construction sections are completely installed, and then the installation of the rest steel structural members of the arch area construction sections is performed.
In the prior art, all the flow construction sections are usually carried out simultaneously in engineering construction, so that the working surface can be reasonably utilized, the construction progress is effectively accelerated, and the construction period is shortened. In addition, in the synchronous construction process of each flow construction section, the continuity and the balance of the construction process can be kept, and the construction quality of each section is improved. However, the construction method described above is not well applicable to the construction of the arch steel structure building according to the present invention. Specifically, in the construction of the arch steel structure building, the number of the connection points arranged on the arch ring main beam 1 is relatively large, in addition, installation errors inevitably exist in the installation process of the steel structure members, and the accumulation of the errors can cause the arch ring structure part to generate very large construction additional stress, thereby influencing the overall construction quality of the building. And because the installation stress, the welding internal stress, the temperature stress and the like can be generated in the installation process of the steel structural member, and the installation stress, the welding internal stress and the temperature stress are difficult to be effectively released due to the excessively high forming speed of the arch ring structure, the integral construction quality of the building can be further influenced.
Therefore, in this embodiment, when the steel structural members are assembled and welded in step C, the inventor sets that all the flow construction sections are synchronously constructed to the arch top elevation of the arch ring structure, suspends the closing construction of the arch ring structure and the installation construction of the steel structural members above the arch top elevation in the independent arch area until all the steel beam members and steel column members of the rest construction sections are completely installed, and then installs the rest steel structural members in the arch area construction sections. By dividing the arch ring structures in the independent arch areas into different installation groups, the one-time installation error cumulant of the arch ring main beam 1 is reduced, so that the construction additional stress generated at the arch ring structure part is reduced, and the molding quality of the arch ring structure is ensured. And, push back the shaping time of arch ring girder 1 for steel structural component produces installation stress, welding internal stress and temperature stress can better release when installing in the arch ring structural region, and then has effectively reduced the probability that forces the assembly to appear when the arch ring structure folds, has further guaranteed the shaping quality of arch ring structure, has improved the holistic construction quality of building structure.
In addition to the above-mentioned manner, in the step C, an overhead bulk method is further adopted for mounting the steel beam member.
The high-altitude bulk method is a method for directly and totally splicing small units or parts (single rod piece and single node) at a design position, is suitable for various types of net racks with bolted joints, and is particularly suitable for the situation of difficult lifting. When small splicing units or rod pieces are adopted for direct high-altitude splicing, splicing precision can be guaranteed by reasonably setting a splicing sequence, and accumulated errors are reduced. In the embodiment, the high-altitude bulk loading method is adopted, so that the hoisting cost of the steel beam member and the steel column member is reduced. Meanwhile, the overall construction difficulty of the steel structure building is correspondingly reduced, the installation quality of the steel structure member can be well controlled, and the orderly promotion of the engineering construction progress is further ensured.
In addition to the above-mentioned mode, in a preferred embodiment, when the arch area construction section is installed, the arch members are symmetrically installed from the arch springing to both sides of the arch crown.
In a preferred embodiment, on the basis of the above manner, further, the reinforcing members are synchronously arranged during the installation and welding of the arch members, so as to ensure the stability of the arch members.
In addition to the above, the shape member may be assembled with a shrinkage allowance according to the welding shrinkage deformation.
Example 5
As shown in fig. 1 to 5, the method for folding a large-span arch steel structure building according to the present invention further includes, on the basis of the above manner, an arch area construction section includes a plurality of sections of arch ring main beams 1 and a plurality of sections of arch ring secondary beams 2, the plurality of arch ring main beams 1 are connected and combined to form a complete arch ring structure 3, the arch ring secondary beams 2 are erected between the arch ring main beams 1 and the steel column members and between the steel column members in the arch area construction section to improve the structural stability of the arch ring structure 3, and the installation positions of the connection points of the sections of the plurality of arch ring main beams 1 correspond to the installation positions of the arch ring secondary beams 2.
In the prior art, in order to ensure the stability of the steel structure construction structure, the joints of the steel column members, the joints of the steel beam members and the joints between the steel beam members are usually arranged in a staggered manner, and therefore the deformation of the steel structure members in the installation process can be effectively reduced, and the installation efficiency of the steel structure members is improved. However, the inventors have found that such a construction method is not applicable to arch steel structure buildings. The construction method is also adopted in the arch steel structure building, the stability of the steel structure construction structure can be ensured, but the structure of the steel structure member connection node is too stable, so that the generated installation stress, welding internal stress, temperature stress and the like are difficult to effectively release. Moreover, due to the construction mode, stress release points on the steel structure building are too dispersed, the external environment is difficult to keep absolutely consistent during installation of the steel structure members, so that the stress release at different parts of the steel structure building is different, and due to the difference, deformation generated after the arch-control steel structure members are installed is possibly further difficult to increase the installation difficulty of the subsequent steel structure members.
In the invention, an arch area construction section set by an inventor comprises a plurality of sections of arch ring main beams 1 and a plurality of sections of arch ring secondary beams 2, the arch ring main beams 1 are connected and combined to form a complete arch ring structure 3, the arch ring secondary beams 2 are erected between the arch ring main beams 1 and steel column members and between the steel column members in the arch area construction section and used for improving the structural stability of the arch ring structure 3, and the setting positions of the connection points of the sections of the arch ring main beams 1 correspond to the setting positions of the arch ring secondary beams 2. The arrangement position of the section connection point of the arch ring main beam 1 corresponds to the arrangement position of the arch ring secondary beam 2, so that the structural stability of the section is relatively reduced, and the stress generated when the steel structural member is installed can be released more easily under a controllable condition. In addition, due to the structural arrangement, stress release points on a steel structure building can be reduced, the installation of the steel structure member is easier to control, and the installation efficiency of the steel structure member is improved.
Further, although in this embodiment, the stability of the arch ring structure 3 formed is relatively reduced, so that the arch ring main beam 1 is relatively easy to deform after installation, and the installation difficulty of the arch ring main beam 1 can be correspondingly improved. However, in the above embodiment, when the steel structural members are assembled and welded in step C, the inventor sets that all the flow construction work sections are synchronously constructed to the arch top elevation of the arch ring structure 3, suspends the closing construction of the arch ring structure 3 and the installation construction of the steel structural members above the arch top elevation in the independent arch area until all the steel beam members and the steel column members of the rest construction work sections are installed, and then installs the rest steel structural members in the arch area construction work sections. By dividing the arch ring structures 3 in the independent arch areas into different installation groups, the one-time installation error cumulant of the arch ring main beam 1 is reduced, and the influence on the installation of the arch ring main beam 1 due to the reduction of the structural strength of the connection part of the arch ring main beam 1 is overcome. Meanwhile, by matching with the construction method in the embodiment, the forming time of the main beam 1 of the arch ring is shortened, so that the mounting stress, the welding internal stress, the temperature stress and the like generated when the steel structural members in the area of the arch ring structure 3 are mounted can be better released, the probability of forced assembly when the arch ring structure 3 is folded is effectively reduced, the forming quality of the arch ring structure 3 is further ensured, and the integral construction quality of the building structure is improved.
As a preferred embodiment, in addition to the above manner, further, at the connection point of the segment of the arch ring main beam 1, the connection area of the arch ring secondary beam 2 with the arch ring main beam 1 near the arch springing side is larger than the connection area with the arch ring main beam 1 near the arch crown side.
In the present embodiment, the inventor considers that in the arch steel structure, the direction of stress release of the arch girder 1 is directed to the arch center side, and the stress value of the arch girder 1 closer to the arch center side needs to be released to the arch center side is larger. In the embodiment, the invention is arranged at the position of the connection point of the sections of the main arch ring beams 1, and the connection area of the secondary arch ring beams 2 and the main arch ring beams 1 close to the arch springing side is larger than that of the main arch ring beams 1 close to the arch crown side. So, 2 pairs of arch ring secondary beam lean on vault one side arch ring girder 1's confining force is littleer for this side arch ring girder 1's stress release effect is better, has further guaranteed the structural stability after the steel construction building integral molding.
As a preferred embodiment, based on the above manner, further, the arch structure 3 includes an arch foot section 4, an arch raising section 5 and an arch ring folding section 6, the arch foot section 4 is disposed at an end of the arch structure 3, the arch ring folding section 6 is disposed at a dome of the arch structure 3, the arch raising section 5 is disposed between the arch foot section 4 and the arch ring folding section 6, and a connecting surface of the arch ring main beam 1 is disposed obliquely and directed to a bottom side of an arch coupon within a range in which the arch raising section 5 is disposed. By adopting the structure, the stress release direction of the arching section 5 can be better matched with the direction of the self deformation, and the stress generated by installation can be further better released, so that the structural stability of the integrally formed steel structure building is ensured.
Example 6
As shown in fig. 1 to 5, based on the above manner, the method for folding a large-span arch steel structure building according to the present invention further includes arranging a support steel plate 7 at a connection portion between the arch ring main beam 1 and the arch ring secondary beam 2, where the support steel plate 7 is arranged perpendicular to a wing plate of the arch ring main beam 1 and/or the arch ring secondary beam 2.
In the above embodiment, the positions where the inventor sets the connection points of the segments of the arch ring main beams 1 correspond to the positions where the arch ring secondary beams 2 are set, so that the structural stability of the positions is relatively reduced, and the stress generated when the steel structural member is installed can be released more easily under a controllable condition. In addition, due to the structural arrangement, stress release points on a steel structure building can be reduced, the installation of the steel structure member is easier to control, and the installation efficiency of the steel structure member is improved. However, the defects still exist, the structural arrangement of the above embodiment may cause stress to be excessively concentrated on the connection portion of the arch ring main beam 1 and the arch ring secondary beam 2, so that a structural weak point is formed at the connection portion, and then the wing plate of the arch ring main beam 1 and/or the arch ring secondary beam 2 at the connection portion is excessively deformed, which affects the overall structural safety of the building and the subsequent installation of the steel structural member, therefore, in this embodiment, the inventor further provides a support steel plate 7 on the connection portion of the arch ring main beam 1 and the arch ring secondary beam 2, and the support steel plate 7 is perpendicular to the wing plate arrangement of the arch ring main beam 1 and/or the arch ring secondary beam 2. Therefore, the structural strength of the arched ring main beam 1 and/or the arched ring secondary beam 2 wing plate is enhanced, the deformation of the arched ring main beam is effectively avoided, and the overall structural safety of the building and the installation efficiency of subsequent steel structural members are further ensured.
In a preferred embodiment, in addition to the above-described mode, the thickness of the supporting steel plate 7 provided on the arch ring main beam 1 is greater than or equal to the thickness of the wing plate of the arch ring main beam 1, and the thickness of the supporting steel plate 7 provided on the arch ring secondary beam 2 is greater than or equal to the thickness of the wing plate of the arch ring secondary beam 2. By adopting the structure, the structural strength of the arched ring main beam 1 and/or the arched ring secondary beam 2 wing plate is further enhanced, the deformation of the arched ring main beam 1 and/or the arched ring secondary beam 2 wing plate is effectively avoided, and the integral structural safety of a building and the installation efficiency of subsequent steel structural members are ensured.
Example 7
As shown in fig. 1 to 5, on the basis of the method for folding a large-span arched steel structure building, the steel structure member is further cleaned of impurities at the welding position before welding, and the groove size of the welding position is checked.
Specifically, a welder needs to check the surface of the groove before the groove is cleaned and welded without defects of cracks, layering, inclusion and the like, and needs to clean oxides, oil stains, slag and other harmful substances within the range of at least 20mm on the inner and outer groove surfaces of a welded joint and the surfaces of parent metals on two sides of the groove. The welding joint assembly is carried out by using a clamping device for positioning or a method of spot welding in the groove directly, so that the welding spot can not crack in the welding process during the assembly, and the welding of the bottom welding seam is not influenced; the parameters of the butt joint misalignment amount, the butt joint clearance, the edge angle and the like are controlled not to exceed the specifications according to the corresponding product manufacturing and acceptance standards.
In a preferred embodiment, in addition to the above, an arc striking plate is provided at the start point of the weld bead and an arc extinguishing plate is provided at the end point of the weld bead before the steel structural member is welded.
In the embodiment, the inventor considers that the strip is always provided with a concave welding opening due to the fact that the strip cannot be melted through at the starting point and the end point of the welding seam, stress concentration of a steel structural member can be caused, cracks can occur in later construction, and the safety of the structure is affected. Therefore, in the present embodiment, the inventors set the run-out plate at the starting point of the weld bead and the run-out plate at the end point of the weld bead before welding the steel structural member. Therefore, the concave welding opening during welding is effectively avoided, and the welding quality of the steel structural member is improved.
Preferably, the welding part is also required to be subjected to preheating treatment before the steel structural member is welded.
The preheating treatment before welding can effectively reduce the cooling speed of a welding joint, avoid the generation of a hardening structure and reduce the welding stress and deformation, is an effective method for preventing the generation of welding cracks, and can effectively improve the welding quality of a steel structural member. In this embodiment, the method of preheating the welding portion may be flame heating, heating furnace heating, far infrared heating, or the like.
Preferably, the tack welding is performed before the final welding is performed, so that the position and the distance between the weldments are fixed.
Specifically, tack welding refers to welding performed to assemble and fix the position of a weldment joint. The start and end of the tack welding should be smooth, otherwise, incomplete penetration is easily caused. The welding part is required to be preheated, so that the welding part is also preheated during tack welding, and the temperature of the welding part is the same as the formal welding temperature. The current of the tack welding is 10-15% larger than that of the normal welding. No positioning welding is needed at the welding seam crossing position and the welding seam direction sharp change position, and when the positioning welding is needed, the position is avoided by about 50 mm. The tack weld height does not exceed 2/3 for the weld specified by the design, with smaller being better. And the weldment with the carbon content of more than 0.25 percent or the thickness of more than 16mm needs backing welding as soon as possible after positioning welding in a low-temperature environment, or else, a post-heating slow cooling measure is adopted. The deformation caused by welding stress is considered in the positioning welding, so that the positioning welding point is reasonably selected, the welding quality cannot be influenced, and the welding seam cannot be cracked in the welding process.
Preferably, a multi-layer multi-pass welding method is adopted during formal welding. By adopting the welding method, the welding quality is further improved, the installation quality of the steel structural member is ensured, and the deformation of the steel structural member after installation is reduced, so that the orderly promotion of the engineering construction progress is further ensured.
Preferably, after welding, the welding piece is subjected to post-heat treatment, and a heat preservation device is arranged at the welding position. By adopting the construction method, the metallographic structure and the performance of the welded joint can be effectively improved or the residual stress is eliminated, so that the installation quality of the steel structural member can be well controlled, and the orderly promotion of the engineering construction progress is further ensured.
Example 8
As shown in fig. 1 to 5, the method for folding a large-span arched steel structure building according to the present invention is based on the above method, and further, the steel structure members are connected by high-strength bolts.
Specifically, the high-strength bolt connection is formed by combining a bolt, a nut and a washer; the high-strength bolt connection pair is supplied by a manufacturer in batches according to a matching way, and provides a factory quality guarantee certificate (bolt wedge load nut guarantee load, bolt hardness, gasket hardness and other mechanical properties, an average value of fastening axial force and a variation coefficient) according to batches. The high-strength bolt connection pair must be checked and accepted in batches and used in a matched manner in the same batch. The high-strength bolt connection is required to be marked obviously according to different performance grades so as to avoid confusion and errors in use.
The storage, transportation, storage and distribution of the high-strength bolt connection are carried out according to the following principles: the high-strength bolt connection pair is required to be lightly assembled, lightly released and lightly disassembled in the transportation and carrying processes so as to prevent the damage of the bolts. The high-strength bolt connection pair is stored according to different specifications and batch numbers in a classified mode, cannot be stacked in the open air, and is prevented from being rusted due to moisture in the storage process. Before the high-strength bolt connection pair is installed and used, any unpacking is strictly forbidden to prevent contamination and change of surface state. The high-strength bolt connection pair is taken, the amount of the high-strength bolt connection pair is required to be used according to the construction requirement of the same day, the high-strength bolt connection pair cannot be used for multiple collars at will, and the remaining connection pairs after construction are properly stored according to batch numbers strictly, cannot be thrown and mixed, and cannot contaminate dirt and damage threads.
In addition to the above-described embodiments, the high-strength bolt may be further inspected for the anti-slip coefficient of the friction surface of the connecting member before use, and for the flatness of the contact surface of the high-strength bolt connecting plate.
In addition to the above-mentioned manner, in a preferred embodiment, the nut is marked after the high-strength bolt is initially or repeatedly screwed to indicate that the initial or repeated screwing is completed, and then the nut is finally screwed by using a special wrench until the quincunx head at the tail of the bolt is screwed off.
During high strength bolted connection construction: the connecting joint of the steel structure can be fastened after being checked to be qualified. Before the construction of the high-strength bolt, the anti-sliding coefficient of the friction surface of the connecting component is rechecked, and the high-strength bolt can be installed after being qualified. The anti-slip coefficient of the friction surface is checked in steel structure manufacturing batch units, which are respectively performed by a manufacturing factory and an installation unit, and each batch is divided into three groups. Each 2000 ton of single project is taken as a manufacturing batch, and the less than 2000 tons are taken as a batch. The test piece for the anti-sliding coefficient test is processed by a manufacturer, the test piece and the represented member are made of the same material, have the same friction surface treatment process, are manufactured in the same batch, use high-strength bolt connection pairs with the same performance grade and the same diameter, and are shipped simultaneously under the same condition. The contact surface of the high-strength bolt connecting plate is smooth, when the high-strength bolt connecting plate is in contact with a gap, the gap smaller than 1.0mm can be not processed, the 1.0-3.0 mm gap is formed by grinding the raised side into an inclined surface of 1:10, the gap is smaller than 1.0mm, the grinding direction is perpendicular to the stress direction, a base plate is added to the gap larger than 3.0mm, and the processing method of the two surfaces of the base plate is the same as that of a component. The penetrating direction of the high-strength bolt is preferably determined by the convenience of construction and is consistent, and when the high-strength bolt is connected with the auxiliary assembly, one side of the nut with the circular table surface is required to face the side of the gasket with the chamfer. When the high-strength bolt is installed, the friction surface of the component should be kept dry and clean, and the component cannot be operated in the rain. Removing flash, burr and welding spatter; weld scar iron scale, unnecessary coatings and the like. If a rust treatment method is adopted, before installation, treatment is carried out according to different rust degrees. Before the construction of the high-strength bolt, the fastening axial force of the high-strength bolt connecting pair is rechecked according to factory batches, and 5 sets of the rechecks are carried out in each batch. The high-strength bolt after the initial screwing or the re-screwing is marked by applying a color nut to indicate that the initial screwing and the re-screwing are finished, then the special spanner is used for final screwing until the quincunx head at the tail part of the bolt is screwed off, and for the high-strength bolt which has limited operation space and can not be subjected to the final screwing by the special spanner, the high-strength large hexagon bolts with the same diameter are screwed by adopting a torque method.
Acceptance of high-strength bolt connection construction quality: and (4) checking and accepting the final screwing of the high-strength bolt connection pair, and judging the screw to be qualified by screwing off the quincuncial head at the tail part of the screw by visual inspection. For high-strength bolts which cannot be tightened by a special spanner, the method should be handled according to the inspection method of the high-strength bolts with large hexagon heads. The exposed thread should not be less than 2 pitches after the bolt is tightened.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.

Claims (10)

1. A folding method suitable for a large-span arch steel structure building is characterized by comprising the following steps:
A. laying of a steel structure construction control net: laying a steel structure construction control net according to a design drawing and a field actual condition to form a reference basis for steel structure installation and construction;
B. dividing the flowing water construction section: dividing the flowing water construction sections according to the deployment of construction machinery and constructors, and dividing the arch area of the steel structure into independent construction sections;
C. assembling and welding steel structural members: b, assembling and welding steel beam members and steel column members according to the flowing water construction sections divided in the step B, so that the structures of all the flowing water construction sections are formed;
D. folding: and assembling the steel structure members at the construction joint positions of the adjacent flowing water construction sections to form an integral structure for the steel structure building.
2. The method for folding a large-span arch-shaped steel structure building according to claim 1, wherein the steel structure plane control net is laid in the step A by simultaneously building a construction plane control net and a construction elevation control net.
3. A method of erection for a large-span arch-shaped steel structure building according to claim 2, characterized in that the elevation reference point is set with reference to the steel structure arch springing bottom plate supporting surface.
4. A folding method suitable for a large-span arch steel structure building according to claim 2, characterized in that elevation observation points are arranged at the positions of the steel structure arch and/or arch axis shape change and/or the position of the vertical and horizontal supply intersection.
5. A folding method suitable for a large-span arch-shaped steel structure building according to claim 2, characterized in that an axis datum point is respectively arranged on both sides of the upper surface of the arch springing bottom plate in the longitudinal and transverse directions, and an axis observation point is synchronously arranged at the elevation observation point.
6. A folding method suitable for a large-span arched steel structure building according to claim 1, wherein, during the assembly and welding of the steel structural members in step C, all the flow construction sections are synchronously constructed to the arch top elevation of the arch ring structure, the closing construction of the arch ring structure and the installation construction of the steel structural members above the arch top elevation in the independent arched area are suspended until all the steel beam members and steel column members of the rest construction sections are installed, and then the installation of the rest steel structural members in the arched area construction section is performed.
7. The method for folding a large-span arch-shaped steel structure building according to claim 6, wherein when the arch area construction working section is installed, the arch members are symmetrically installed from the arch springing to the two sides of the arch crown; the reinforcing members are synchronously arranged in the installation and welding processes of the arch members so as to ensure the stability of the arch members; and the arch member is reserved with shrinkage allowance according to the welding shrinkage deformation condition during assembly.
8. The method for folding a large-span arched steel structure building according to claim 6, wherein an arched area construction section comprises a plurality of sections of arched girder and a plurality of sections of arched girder, the plurality of sections of arched girder are connected and combined to form a complete arched structure, the arched girder is erected between the arched girder and a steel column member and between steel column members in the arched area construction section to improve the structural stability of the arched structure, and the connection points of the plurality of sections of the arched girder are arranged at positions corresponding to the positions of the arched girder; at the position of the joint of the arch ring main beam sections, the joint area of the arch ring secondary beam and the arch ring main beam close to the arch springing side is larger than that of the arch ring main beam close to the arch crown side; the arch ring structure comprises arch foot sections, arch springing sections and arch ring folding sections, wherein the arch foot sections are arranged at the end parts of the arch ring structure, the arch ring folding sections are arranged at the arch tops of the arch ring structure, the arch springing sections are arranged between the arch foot sections and the arch ring folding sections, and the connecting surfaces of the arch ring main beams are obliquely arranged and point to one side of the bottom of an arch coupon within the setting range of the arch springing sections.
9. The method for folding a large-span arched steel structure building according to claim 6, wherein the steel structural members are cleaned of impurities at the welding position before welding, and the groove size of the welding position is checked; before the steel structural member is welded, arranging an arc striking plate at the starting point of a welding bead, and arranging an arc extinguishing plate at the end point of the welding bead; preheating the welding part before welding the steel structural member; before formal welding, positioning welding is carried out to fix the position and the distance between weldments; a multilayer multi-pass welding method is adopted during formal welding; after welding, post heat treatment is carried out on the welding piece, and a heat preservation device is arranged at the welding position.
10. The method for folding a large-span arch-shaped steel structure building according to claim 6, wherein the steel structure members are connected by high-strength bolts; before the high-strength bolt is used, the anti-slip coefficient of the friction surface of the connecting component is checked, and the flatness of the contact surface of the high-strength bolt connecting plate is checked; after the high-strength bolt is initially screwed or re-screwed, a mark is marked on the nut to indicate that the initial screwing and the re-screwing are finished, and then a special spanner is used for final screwing until the plum blossom head at the tail part of the bolt is screwed off.
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Publication number Priority date Publication date Assignee Title
CN115354750A (en) * 2022-09-20 2022-11-18 中建五局华东建设有限公司 Construction and installation method for large-span overweight special-shaped arch truss
CN116971538A (en) * 2023-08-04 2023-10-31 北京市第五建筑工程集团有限公司 Large-span arched beam structure and construction and installation method thereof

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