CN114855991B - 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
CN114855991B
CN114855991B CN202210689405.5A CN202210689405A CN114855991B CN 114855991 B CN114855991 B CN 114855991B CN 202210689405 A CN202210689405 A CN 202210689405A CN 114855991 B CN114855991 B CN 114855991B
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China
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arch
construction
steel
steel structure
welding
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Chinese (zh)
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CN114855991A (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)
  • Rod-Shaped Construction Members (AREA)
  • Working Measures On Existing Buildindgs (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 a running water construction section; C. assembling and welding steel structural members; D. and (5) folding. The folding method suitable for the large-span arch steel structure building is characterized in that a measurement control network is arranged in a construction area before the steel structure member is installed, so that the three-dimensional position of the construction area is accurately controlled, and the accurate position of the steel structure member in the installation process is ensured; meanwhile, the flow construction section is divided according to the arrangement of construction machinery and constructors, the arch area of the steel structure is divided into independent construction sections, important treatment measures are taken for engineering difficulties and key areas, deviation of arch members during installation is further avoided, the steel structure can be orderly pushed in construction, and accordingly the whole progress of construction 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
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 increasingly applied to the design and construction of large public buildings due to 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, and the bending moment generated by the load action is converted into axial pressure by utilizing the curve arch shaft, so that the arch structure steel structure building has higher rigidity and bearing capacity when bearing full span load action, and is widely applied to a large-span space structure. However, the arch structure still has the defects in practical construction, and the concrete steps are as follows:
because of the structural characteristics of the arch structure building, the steel arch member is slightly deviated in the installation process, so that the steel arch member cannot fall in place, more effort is spent for repeated adjustment and correction, the construction cost is increased, and the construction progress is influenced.
Therefore, there is a need for a construction method for arch steel structure building that solves the above-mentioned problems in the prior art.
Disclosure of Invention
The invention aims at: aiming at the problems that in the prior art, due to the structural characteristics of an arch structure building, a steel arch member is slightly deviated in the installation process, the steel arch member cannot fall in place, more efforts are only spent for repeated adjustment and correction, 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 above purpose, the technical scheme adopted by the invention is as follows:
the folding method suitable for the large-span arched steel structure building comprises the following steps:
A. layout of steel structure construction control nets: laying a steel structure construction control network according to a design drawing and the actual condition of the site to form a reference basis for the installation and construction of the steel structure;
B. dividing a flow water construction section: dividing a running water construction section according to the deployment of construction machinery and constructors, and dividing an arch area of a steel structure into independent construction sections;
C. assembling and welding steel structural members: b, assembling and welding the steel beam members and the steel column members according to the running water construction sections divided in the step B, so that the structures of the running water construction sections are molded;
D. folding: and assembling steel structural members at construction joint positions of adjacent running water construction sections to form an integral structure of the steel structural building.
Preferably, the layout of the steel structure plane control network in the step A needs to establish a construction plane control network and a construction elevation control network at the same time.
Preferably, the elevation datum point is set based on a steel structure arch springing bottom plate supporting surface.
Preferably, the elevation observation points are arranged at the positions of steel structure vaults and/or arch axis shape changes and/or longitudinal and transverse intersection positions.
Preferably, an axis datum point is arranged on two sides of the upper surface of the arch springing bottom plate in the longitudinal and transverse directions, and axis observation points are synchronously arranged at the elevation observation points
Preferably, after the division of the running water construction section in the step B is completed, the ultra-long steel beam components and the steel column components are treated in a segmented mode according to the performance and design requirements of hoisting machinery of each running water construction section.
Preferably, when the steel structural members are assembled and welded in the step C, all the running water construction working sections are synchronously constructed to the vault elevation of the arch ring structure, the closed construction of the arch ring structure and the installation construction of the steel structural members above the vault elevation in the independent arch area are suspended until all the steel beam members and the steel column members of the rest construction working sections are completely installed, and then the installation of the rest steel structural members of the arch area construction working sections is carried out.
Preferably, the steel beam member in the step C is installed by a high-altitude bulk method.
Preferably, when the arch area construction section is installed, the arch members are symmetrically installed from the arch springing to the arch crown.
Preferably, the arch region construction section comprises a plurality of segment arch ring main beams and a plurality of segment arch ring secondary beams, wherein a 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 region construction section and are used for improving the structural stability of the arch ring structure, and the setting positions of the segment connection points of the arch ring main beams are corresponding to the setting positions of the arch ring secondary beams.
Preferably, at the connection point of the arch ring main beam sections, the connection area of the arch ring secondary beam and the arch ring main beam on the arch leaning leg side is larger than the connection area of the arch ring main beam on the arch leaning leg side.
Preferably, the arch ring structure comprises an arch foot section, an arch starting section and an arch ring folding section, wherein the arch foot section is arranged at the end part of the arch ring structure, the arch ring folding section is arranged on the vault of the arch ring structure, the arch starting section is arranged between the arch foot section and the arch ring folding section, and in the arrangement range of the arch starting section, the connecting surface of the arch ring girder is obliquely arranged and points to one side of the bottom of the arch ticket.
Preferably, a supporting steel plate is further arranged at the connection part of the arch ring main beam and the arch ring secondary beam, and the supporting steel plate is perpendicular to the wing plate of the arch ring main beam and/or the arch ring secondary beam.
Preferably, the thickness of the supporting steel plate arranged on the arch ring main beam is larger than or equal to the thickness of the arch ring main beam wing plate, and the thickness of the supporting steel plate arranged on the arch ring secondary beam is larger than or equal to the thickness of the arch ring secondary beam wing plate.
Preferably, the reinforcement members are provided simultaneously during the mounting and welding of the arch members to ensure stability of the arch members.
Preferably, the arch member is assembled with a shrink allowance according to welding shrink deformation.
Preferably, the steel structural member is cleaned of impurities at the welded site before welding is performed, and the groove size of the welded site is checked.
Preferably, the steel structural member is provided with an arc striking plate at the start point of the weld bead and an arc extinguishing plate at the end point of the weld bead before welding.
Preferably, the welded portion is also required to be subjected to a preheating treatment before the steel structural member is welded.
Preferably, the tack weld is performed prior to the actual weld, so that the position and distance between the weldments is fixed.
Preferably, the multi-layer and multi-pass welding method is adopted in the final welding.
Preferably, after the welding is finished, the welding part 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 bolts are inspected for the coefficient of slip resistance 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 primarily screwed or re-screwed to indicate that the primary screwing and the re-screwing are finished, and then the special spanner is used for final screwing until the plum blossom head at the tail part of the bolt is screwed off.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
1. the folding method suitable for the large-span arch steel structure building is characterized in that a measurement control network is arranged in a construction area before the steel structure member is installed, so that the three-dimensional position of the construction area is accurately controlled, and the accurate position of the steel structure member in the installation process is ensured; meanwhile, the construction sections of the running water are divided according to the arrangement of construction machinery and constructors, and the arch area of the steel structure is divided into independent construction sections, so that important treatment measures are adopted for engineering difficulties and key areas, deviation of arch members in installation is further avoided, the steel structure can be orderly pushed in construction, and the influence on the overall progress of construction is avoided;
2. the folding method suitable for the large-span arch steel structure building is characterized in that when steel structure members are assembled and welded in the step C, all running water construction working sections are synchronously constructed to the arch elevation of an arch ring structure, closing construction of the arch ring structure and installation construction of the steel structure members above the arch elevation in an independent arch area are suspended until all steel beam members and steel column members of other construction working sections are installed, and then installation of the steel structure members of the rest of the construction working sections of the arch area is carried out. Through dividing the arch ring structures in the independent arch areas into different installation groups, the one-time installation error accumulation amount of the arch ring main beam is reduced, so that the construction additional stress generated by the arch ring structure part is reduced, and the forming quality of the arch ring structure is ensured. And the molding time of the back arch ring main beam is shortened, so that the installation stress, the welding internal stress, the temperature stress and the like generated during the installation of the steel structural members in the arch ring structural region can be better released, the probability of forced assembly during the closure of the arch ring structure is effectively reduced, the molding quality of the arch ring structure is further ensured, and the integral construction quality of the building structure is improved.
3. The invention discloses a folding method suitable for a large-span arch steel structure building, which is characterized in that an arch region construction section comprises a plurality of segment arch ring girders and a plurality of segment arch ring secondary girders, wherein the segment arch ring girders are connected and combined to form a complete arch ring structure, the arch ring secondary girders are erected between the arch ring girders and steel column members and between the steel column members in the arch region construction section and are used for improving the structural stability of the arch ring structure, and the arrangement positions of the segment connection points of the arch ring girders are corresponding to the arrangement positions of the arch ring secondary girders. By arranging the position of the connection point of the arch ring main beam section and the position of the arch ring secondary beam, the structural stability of the position is relatively reduced, so that the stress generated during the installation of the steel structural member can be released more easily under a controllable condition. In addition, the structure can reduce stress release points on the steel structure building, so that 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 schematic construction flow diagram of a folding method suitable for a large-span arch steel structure building.
FIG. 2 is a schematic diagram of a division suitable for use in a large span arch steel structure building flow construction section;
FIG. 3 is a block diagram of a flow line construction section suitable for use in a large span arch steel structure building;
FIG. 4 is a schematic view of the structure of A shown in FIG. 3;
fig. 5 is a schematic view of the connection joints of the arch ring main beam and the arch ring secondary beam.
The marks in the figure: the main beam comprises a main beam body with a 1-arch ring, a secondary beam with a 2-arch ring, a 3-arch ring structure, a 4-arch leg section, a 5-arch starting section, a 6-folding section and a 7-supporting steel plate.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Example 1
As shown in fig. 1 to 5, the folding method suitable for the large-span arch steel structure building comprises the following steps:
A. layout of steel structure construction control nets: laying a steel structure construction control network according to a design drawing and the actual condition of the site to form a reference basis for the installation and construction of the steel structure;
B. dividing a flow water construction section: dividing a running water construction section according to the deployment of construction machinery and constructors, and dividing an arch area of a steel structure into independent construction sections;
C. assembling and welding steel structural members: b, assembling and welding the steel beam members and the steel column members according to the running water construction sections divided in the step B, so that the structures of the running water construction sections are molded;
D. folding: and assembling steel structural members at construction joint positions of adjacent running water construction sections to form an integral structure of the steel structural building.
By adopting the construction method of the arched steel structure building, the measurement control network is arranged in the construction area before the steel structure member is installed, so that the three-dimensional position of the construction area is accurately controlled, and the accurate falling position of the steel structure member in the installation process is ensured; meanwhile, the flow construction section is divided according to the arrangement of construction machinery and constructors, the arch area of the steel structure is divided into independent construction sections, important treatment measures are taken for engineering difficulties and key areas, deviation of arch members during installation is further avoided, the steel structure can be orderly pushed in construction, and accordingly the whole progress of construction is prevented from being influenced.
In this embodiment, the inventor considers that the arch structure building has a slight deviation in the installation process due to its own structural characteristics, and the steel arch member is likely to be unable to fall in place, so that more effort is required to repeatedly adjust and correct, the construction cost is increased, and the construction progress is also affected. Therefore, the inventor sets up the measurement control network in the construction area before the steel structural member is installed, realize the accurate control to the three-dimensional position of the construction area, thus has guaranteed the accurate position of the steel structural member in the installation process; meanwhile, the flow construction section is divided according to the arrangement of construction machinery and constructors, the arch area of the steel structure is divided into independent construction sections, important treatment measures are taken for engineering difficulties and key areas, deviation of arch members during installation is further avoided, the steel structure can be orderly pushed in construction, and accordingly the whole progress of construction is prevented from being influenced.
Example 2
As shown in fig. 1 to 5, the folding method suitable for a large-span arch steel structure building according to the present invention is further based on the above manner, and the layout of the steel structure plane control network in the step a needs to establish a construction plane control network and a construction elevation control network at the same time. 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 construction is avoided.
The main measuring instruments used in the present invention are as follows:
total station: the device is used for testing a I, II engineering plane control network; assembling and installing and positioning components; and detecting structural deformation.
Theodolite: the device is used for axis test, on-site assembly jig frame paying-off test and the like.
Level gauge: the method is used for measuring and testing a height control network, retesting truss elevation and the like.
The specific layout requirements of the layout of the construction control network are as follows:
layout of plane control net
a. Determining a unified planar coordinate system
The measurement system uniformly measures by using the regional coordinate system of the engineering.
b. Layout of plane control points
Accuracy requirements for the construction of planar control networks
The I-level and II-level plane control networks observe according to the precision of the first-level wires. The angle observation adopts a direction observation method, and instrument operation and recording are carried out according to specifications, and the main technical requirements are shown in a table.
Wire measurement technique requirement
When the total station is used for ranging, the index setting and detection of the instrument should be noted, and the grade and the measured back number of the instrument should be in accordance with the following table.
Instrument precision requirements
Control network class Instrument grading Total number of returns
Class I I. II precision 4
Grade II II precision 2
(3) Layout of elevation control network
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 engineering adopts a relative elevation system.
In order to ensure the precision requirement of the vertical construction of the engineering steel structure, an elevation control network is required to be established in the field. According to the GPS points provided as elevation references, the elevation control points are checked to be a first-level elevation control point and protected; the precise level gauge is used for introducing an elevation point into a field by using a closed leveling method and is used as an elevation reference for steel structure construction, and a technical requirement table for leveling measurement is provided.
Main technical requirements of leveling
The floor height Cheng Dian in the field is respectively measured on each floor during construction, and each floor is measured with 1-2 elevation control points on the steel column and marked, so that the floor height Cheng Dian is used as a basis for controlling the installation elevation of the steel structure of each floor.
In a preferred embodiment, in the above mode, the elevation datum point is further set based on a steel structure arch springing bottom plate supporting surface.
The elevation datum point is a foundation and a reference for performing construction deformation measurement work. The most basic requirement for the elevation datum point is that the elevation datum point should be stable and reliable in the whole process of building deformation measurement. Therefore, the elevation 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 setting position of the elevation datum point also ensures convenient observation. In the embodiment, the inventor sets the elevation datum point by taking the supporting surface of the steel structure arch foot bottom plate as a datum, and ensures the stability of the arranged elevation datum point by utilizing the characteristic of small influence of the life external environment of the arch foot part, thereby ensuring the accuracy of the installation elevation of the steel structure member, further improving the installation quality of the steel structure construction and avoiding the influence on the whole progress of construction; and 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.
In a preferred embodiment, the method is further characterized in that the elevation observation point is arranged at the position of the steel structure vault and/or the arch axis shape change and/or the position of the intersection of the longitudinal and transverse directions.
For the setting position of the elevation observation point, the elevation observation point is set at the position where deformation is most likely to occur in the building structure. For arch-shaped buildings, the most easily deformed parts are steel structure vaults, arch axis shape changing parts and longitudinal and transverse intersection parts. Therefore, in this embodiment, the inventor sets the elevation observation point corresponding to the above position, so that deformation and displacement generated by the steel structural member can be found in time in the construction process, and further, the deformation part of the steel structural member can be adjusted in time, repeated adjustment and correction during installation are avoided, and further, the orderly advancing of the construction progress of engineering is ensured.
In the above-described aspect, the preferred embodiment further includes an axis reference point provided on each of the two sides of the upper surface of the arch springing base plate in the longitudinal and transverse directions, and an axis observation point is provided at the elevation observation point in synchronization with the axis reference point.
Example 3
As shown in fig. 1 to 5, the folding method suitable for the large-span arch steel structure building is further based on the mode, and after the division of the running water construction sections in the step B is completed, the ultralong steel beam members and the steel column members are treated in a segmented mode according to the performance and design requirements of hoisting machinery of each running water construction section. By adopting the construction method, the cost of renting and hoisting equipment for a few specific steel structural members is reduced. On the other hand, by adopting the construction method, the difficulty of the steel structure member during installation is greatly reduced, and the quality of the steel structure member after installation is ensured, so that the orderly pushing of the engineering construction progress is further ensured.
Example 4
As shown in fig. 1 to 5, the folding method suitable for a large-span arch steel structure building according to the present invention is further based on the above manner, and when the steel structure members are assembled and welded in the step C, all the running water construction sections are synchronously constructed to the arch 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 elevation in the independent arch region 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 arch region construction sections is performed.
In engineering construction, the prior art generally carries out all running water construction working sections simultaneously, so that working surfaces can be reasonably utilized, and the construction progress is effectively accelerated, and the construction period is shortened. In addition, in the synchronous construction process of each running water construction section, the continuity and the balance of the construction process can be maintained, and the construction quality of each section is improved. However, the above construction method is not suitable for the arch steel structure building construction of the present invention. Specifically, in the construction of arch steel structure building, the quantity of the tie points that sets up on the arch ring girder 1 is comparatively more, and the unavoidable installation error that exists of steel structural member installation in addition, the accumulation of error can make arch ring structure position produce very big construction additional stress, influences the holistic construction quality of building. And because the installation stress, the welding internal stress, the temperature stress and the like can be generated in the process of installing the steel structural member, the speed of forming the arch ring structure is too high, the generated installation stress, welding internal stress and temperature stress are difficult to be effectively released, and the overall construction quality of the building can be further influenced.
Therefore, in this embodiment, when the inventor sets up the steel structural member assembly and welding in the step C, all the running water construction sections are synchronously constructed to the arch elevation of the arch ring structure, the closed construction of the arch ring structure and the installation construction of the steel structural member above the arch elevation in the independent arch region are suspended until all the steel beam members and the steel column members of the rest of the construction sections are completely installed, and then the installation of the rest of the steel structural members of the construction sections of the arch region is performed. Through dividing the arch ring structures in the independent arch areas into different installation groups, the one-time installation error accumulation amount of the arch ring main beam 1 is reduced, so that the construction additional stress generated by the arch ring structure part is reduced, and the forming quality of the arch ring structure is ensured. Moreover, the molding time of the back arch ring main beam 1 is shortened, so that the installation stress, the welding internal stress, the temperature stress and the like generated during the installation of the steel structural members in the arch ring structural region can be better released, the probability of forced assembly during the closure of the arch ring structure is effectively reduced, the molding quality of the arch ring structure is further ensured, and the overall construction quality of the building structure is improved.
In a preferred embodiment, in the above mode, further, the steel beam member in the step C is mounted by a high-altitude bulk method.
The high-altitude bulk method is a method for directly assembling small units or parts (single rod pieces and single nodes) at a design position, and is suitable for various net racks with bolted joints, especially for the condition of difficult lifting. When the small splicing units or the rod pieces are directly spliced at high altitude, the splicing order is reasonably set, so that the splicing precision can be ensured, and the accumulated error is reduced. In the embodiment, a high-altitude bulk 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, so that the installation quality of the steel structure components can be well controlled, and the orderly pushing of the engineering construction progress is further ensured.
In the above mode, further, when the arch area construction section is installed, the arch members are symmetrically installed from the arch springing to the arch crown.
In a preferred embodiment, on the basis of the mode, further, the reinforcement members are synchronously arranged in the process of installing and welding the arch-shaped members so as to ensure the stability of the arch-shaped members.
As a preferred embodiment, in the above manner, further, the shape member is assembled while reserving a shrink margin according to a welding shrink deformation condition.
Example 5
As shown in fig. 1 to 5, the folding method suitable for a large-span arch steel structure building according to the present invention is further based on the above manner, the arch region construction section includes a plurality of segment arch ring main beams 1 and a plurality of segment arch ring secondary beams 2, the segment 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 region construction section, and are used for improving the structural stability of the arch ring structure 3, and the setting positions of the segment connection points of the segment arch ring main beams 1 all correspond to the setting positions of the arch ring secondary beams 2.
In the prior art, in order to ensure the stability of the steel structure building structure, joints of steel column members, joints of steel beam members and joints between the steel beam members are staggered, and deformation of the steel structure members in the installation process can be effectively reduced, so that the installation efficiency of the steel structure members is improved. However, the inventors found that such a construction method is not applicable to arch steel structure buildings. The construction mode is adopted in the arched steel structure building, the stability of the steel structure building structure can be ensured, but the structure of the steel structure member connecting node is too stable, so that the generated installation stress, welding internal stress, temperature stress and the like are difficult to be effectively released. Moreover, the stress release points on the steel structure building can be excessively dispersed by the construction mode, and the external environment is difficult to keep absolutely consistent when the steel structure member is arranged, so that the stress release of different parts of the steel structure building is different, and the deformation generated after the arched steel structure member is installed can be further difficult to control due to the difference, so that the installation difficulty of the subsequent steel structure member is increased.
In the invention, the construction section of the arch area provided by the inventor comprises a plurality of sections of arch ring girders 1 and a plurality of sections of arch ring secondary girders 2, wherein the sections of the arch ring girders 1 are connected and combined to form a complete arch ring structure 3, the arch ring secondary girders 2 are erected between the arch ring girders 1 and steel column members and between the steel column members in the construction section of the arch area and are used for improving the structural stability of the arch ring structure 3, and the arrangement positions of the section connection points of the sections of the arch ring girders 1 are corresponding to the arrangement positions of the arch ring secondary girders 2. By arranging the position of the connection point of the segment of the arch ring main beam 1 to the arrangement position of the arch ring secondary beam 2, the structural stability of the position is relatively reduced, and the stress generated during the installation of the steel structural member can be released more easily under a controllable condition. In addition, the structure can reduce stress release points on the steel structure building, so that 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 the present embodiment, the stability of the arch ring structure 3 is relatively reduced, so that the arch ring main beam 1 is relatively easier to deform after being installed, and the installation difficulty of the arch ring main beam 1 is correspondingly increased. However, in the above embodiment, when the inventor sets up the steel structural members in the step C to assemble and weld, all the running water construction sections are synchronously constructed to the arch elevation of the arch ring structure 3, the closed construction of the arch ring structure 3 and the installation construction of the steel structural members above the arch elevation in the independent arch region are suspended until all the steel beam members and the steel column members of the rest of the construction sections are installed, and then the installation of the rest of the steel structural members of the construction sections of the arch region is performed. Through dividing the arch ring structures 3 in the independent arch areas into different installation groups, the one-time installation error accumulation amount of the arch ring main beams 1 is reduced, and the influence on the installation of the arch ring main beams 1 due to the reduction of the structural strength of the connection parts of the arch ring main beams 1 is overcome. Meanwhile, by matching with the construction method in the embodiment, the molding time of the arch ring main beam 1 is delayed, so that the installation stress, the welding internal stress, the temperature stress and the like generated during the installation of the steel structural members in the area of the arch ring structure 3 can be better released, the probability of forced assembly during the closure of the arch ring structure 3 is effectively reduced, the molding 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, further, in the above manner, at the connection point of the segments of the arch girder 1, the connection area of the arch secondary girder 2 with the arch girder 1 on the arch side is larger than the connection area with the arch girder 1 on the arch side.
In this embodiment, the inventors consider that in the arch steel structure, the direction of stress release of the arch girder 1 is directed to the arch side, and the stress value of the arch girder 1 closer to the arch side needs to be greater to the arch side. In this embodiment, the invention is disposed at the connection point of the segments of the arch ring main beam 1, and the connection area between the arch ring secondary beam 2 and the arch ring main beam 1 on the arch springing side is larger than the connection area between the arch ring secondary beam 2 and the arch ring main beam 1 on the arch springing side. Therefore, the limiting force of the arch ring main beam 1 on the side close to the arch crown of the arch ring secondary beam 2 pair is smaller, so that the stress release effect of the arch ring main beam 1 on the side is better, and the structural stability of the integrally formed steel structure building is further ensured.
As a preferred embodiment, further on the above manner, the arch ring structure 3 includes a leg segment 4, an arch segment 5 and an arch ring folding segment 6, the leg segment 4 is disposed at an end of the arch ring structure 3, the arch ring folding segment 6 is disposed at a dome of the arch ring structure 3, the arch segment 5 is disposed between the leg segment 4 and the arch ring folding segment 6, and in the disposition range of the arch segment 5, a connection surface of the arch ring girder 1 is disposed obliquely and is directed to a bottom side of the arch ticket. By adopting the structural arrangement, the stress release direction of the arching segment 5 can be better matched with the self deformation occurrence direction, and the stress generated by installation can be 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, the folding method suitable for a large-span arch steel structure building according to the present invention is further provided with a support steel plate 7 at the connection part of the arch ring main beam 1 and the arch ring secondary beam 2, wherein the support steel plate 7 is perpendicular to the wing plates of the arch ring main beam 1 and/or the arch ring secondary beam 2.
In the above embodiment, the positions of the connection points of the segments of the arch ring main beam 1 set by the inventor correspond to the positions of the arch ring secondary beams 2, 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, the structure can reduce stress release points on the steel structure building, so that the installation of the steel structure member is easier to control, and the installation efficiency of the steel structure member is improved. However, the structure of the above embodiment still has a disadvantage that the stress is too concentrated on the connection portion of the arch ring main beam 1 and the arch ring secondary beam 2, so that a weak point is formed on the connection portion, and further, excessive deformation occurs on the wing plates of the arch ring main beam 1 and/or the arch ring secondary beam 2 on the connection portion, which affects the structural safety of the whole building and the subsequent installation of the steel structural member, therefore, in this embodiment, the inventor is further provided with a supporting steel plate 7 on the connection portion of the arch ring main beam 1 and the arch ring secondary beam 2, and the supporting steel plate 7 is perpendicular to the wing plates of the arch ring main beam 1 and/or the arch ring secondary beam 2. In this way, the structural strength of the arch ring main beam 1 and/or the arch ring secondary beam 2 wing plates is enhanced, deformation is effectively avoided, the overall structural safety of the building is further ensured, and the installation efficiency of subsequent steel structural members is further ensured.
As a preferred embodiment, based on the above mode, further, the thickness of the supporting steel plate 7 arranged on the arch ring main beam 1 is equal to or greater than the thickness of the wing plate of the arch ring main beam 1, and the thickness of the supporting steel plate 7 arranged on the arch ring secondary beam 2 is equal to or greater than the thickness of the wing plate of the arch ring secondary beam 2. By adopting the structural arrangement, the structural strength of the arch ring main beam 1 and/or the arch ring secondary beam 2 wing plates is further enhanced, deformation of the arch ring main beam is effectively avoided, the overall structural safety of the building is ensured, and the installation efficiency of subsequent steel structural members is ensured.
Example 7
As shown in fig. 1 to 5, the folding method for a large-span arch steel structure building according to the present invention is further based on the above mode, and the steel structure member cleans impurities at the welded portion before welding, and inspects the groove size of the welded portion.
Specifically, a welder should check the surface of the groove before cleaning and welding the groove, and the surface of the inner groove, the surface of the outer groove and the surfaces of base materials at two sides of the groove of a welding joint should be cleaned of oxides, greasy dirt, slag and other harmful substances within the range of at least 20 mm. The welding joint assembly uses a fixture to position or directly performs assembly of welding joints in a groove, and the assembly should ensure that welding spots cannot crack in the welding process and the welding of a bottom welding seam is not affected; parameters such as the misalignment amount, the pairing gap and the edge angle are controlled not to exceed the specifications according to corresponding product manufacturing and acceptance standards.
As a preferred embodiment, in the above mode, further, 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 welding the steel structural member.
In this embodiment, the inventors consider that the strip, at the start point and the end point of the weld, often has a concave weld neck due to lack of penetration, which may cause stress concentration in the steel structural member, and may have cracks in the later stage of construction, affecting the safety of the structure. Therefore, in the present embodiment, the inventors set an arc striking plate at the start point of the weld bead and a quenching plate at the end point of the weld bead before welding the steel structural member. Therefore, the concave welding port during welding is effectively avoided, and the welding quality of the steel structural member is improved.
Preferably, the welded portion is also required to be subjected to a preheating treatment before the steel structural member is welded.
The preheating treatment before welding can even effectively reduce the cooling speed of the welded joint, avoid generating hardening tissues and reduce welding stress and deformation, is an effective method for preventing welding cracks, and can effectively improve the welding quality of steel structural members. The preheating treatment method for the welding part in this embodiment may be flame heating, heating in a heating furnace, far infrared heating, or the like.
Preferably, the tack weld is performed prior to the actual weld, so that the position and distance between the weldments is fixed.
Specifically, tack welding refers to welding performed to assemble and fix the position of a weldment joint. The beginning and end of the tack weld should be smooth, otherwise, incomplete penetration is easily caused. The welding piece needs to be preheated, and the welding piece should be preheated during positioning welding, and the temperature of the welding piece should be the same as the formal welding temperature. The current of the tack welding is 10-15% greater than that of the normal welding. The welding seam crossing and the rapid change of the welding seam direction are not required to be subjected to positioning welding, and the welding seam crossing and the rapid change of the welding seam direction are required to be avoided by about 50mm when the positioning welding is required. The height of the girth weld is not more than 2/3 of the height of the weld specified by the design, so that the smaller the better. The welding piece with carbon content more than 0.25% or thickness more than 16mm should be subjected to backing welding as soon as possible after positioning welding in a low-temperature environment, otherwise, post-heat slow cooling measures should be taken. The positioning welding should consider the deformation caused by the welding stress, so the selection of the positioning welding point should be reasonable, the welding quality cannot be affected, and the welding seam is ensured not to crack in the welding process.
Preferably, the multi-layer and multi-pass welding method is adopted in the final welding. By adopting the welding method, the quality of welding is further improved, the installation quality of the steel structure member is ensured, and the deformation of the steel structure member after installation is reduced, so that the orderly pushing of the engineering construction progress is further ensured.
Preferably, after the welding is finished, the welding part 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 performance of the welded joint can be effectively improved or residual stress can be 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 folding method for the large-span arch steel structure building is suitable for the large-span arch steel structure building, and on the basis of the mode, high-strength bolt connection is further adopted between the steel structure members.
Specifically, the high-strength bolt connection is formed by combining a bolt, a nut and a gasket; the high-strength bolt connection pair is supplied by a manufacturer in a matched mode according to batches, and factory quality assurance certificates (mechanical properties such as bolt wedge load and nut assurance load, bolt hardness, gasket hardness and the like, as well as average fastening shaft force and variation coefficients) are provided according to batches. The high-strength bolt connection pair must be accepted in batches and matched in the same batch for use. The high-strength bolt connection is characterized in that obvious marks are manufactured according to different performance grades so as not to confuse errors when in use.
The storage, preservation and distribution of high-strength bolting should follow the following principles: the high-strength bolt connection pair should be lightly loaded, lightly placed and lightly unloaded in the transportation and carrying processes so as to prevent the damage of the bolts. The high-strength bolt connection pair should be classified and stored according to different specifications and batch numbers, and should not be piled up in open air, and the high-strength bolt connection pair should be prevented from being wetted and rusted in the storage process. Before the high-strength bolt connection pair is installed and used, any box opening is strictly forbidden so as to prevent contamination and change of surface states. The high-strength bolt connection pair is required to be picked up, distributed according to the construction requirement of the same day, the number of the required bolts is not required to be increased, the rest connection pairs after the construction is finished are required to be properly stored respectively according to the batch number, and the required bolts are not required to be thrown away and mixed, so that dirt is polluted and threads are damaged.
In a preferred embodiment, the above mode is further characterized in that the anti-slip coefficient of the friction surface of the connecting member is checked before the high-strength bolt is used, and the flatness of the contact surface of the high-strength bolt connecting plate is checked.
In the preferred embodiment, on the basis of the mode, the high-strength bolt is further marked on the nut after being initially screwed or re-screwed to indicate that the initial screwing and the re-screwing are finished, and then the special spanner is used for final screwing until the plum blossom head at the tail part of the bolt is screwed off.
High strength bolted construction: the connecting joint of the steel structure can be fastened after being inspected to be qualified. Before the high-strength bolt is constructed, the anti-slip coefficient of the friction surface of the connecting member is checked, and after the anti-slip coefficient is qualified, the connecting member can be installed. The anti-slip coefficient of the friction surface is checked by manufacturing the steel structure in batches, and the manufacturing plant and the installation unit are used for respectively carrying out three groups. With a single project per 2000 tons as a manufacturing lot, less than 2000 tons are considered as a lot. The test piece for checking the anti-slip coefficient is processed by a manufacturing factory, and the test piece and the represented component are made of the same material, processed by the same friction surface treatment process, manufactured in the same batch, used for high-strength bolt connection pairs with the same performance level and the same diameter, and shipped simultaneously under the same condition. The contact surface of the high-strength bolt connecting plate is smooth, when the gap exists in contact, the gap smaller than 1.0mm can be left untreated, the gap of 1.0-3.0 mm should grind one side higher than the gap into a slope of 1:10, the gap is smaller than 1.0mm, the polishing direction is vertical to the stress direction, a backing plate is added to the gap larger than 3.0mm, and the two-side treatment method of the backing plate is the same as that of a member. The penetrating direction of the high-strength bolt is convenient to construct, and aims to be consistent, and when the high-strength bolt connection pair is assembled, one side of the nut with the round table top faces one side of the gasket with the chamfer angle. 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. Flash, burr and welding spatter should be removed; and the weld scar oxide scale, unnecessary paint and the like. If the rust treatment method is adopted, the rust treatment should be carried out according to different rust degrees before installation. Before the high-strength bolt is constructed, the fastening axial force of the high-strength bolt connection pair is rechecked according to factory batches, and each batch is rechecked by 5 sets. The color nuts of the high-strength bolts after primary screwing or secondary screwing are coated with marks to indicate that the primary screwing and secondary screwing are finished, then a special spanner is used for final screwing until the plum blossom heads at the tail parts of the bolts are unscrewed, and for the high-strength bolts with limited operation space and no final screwing can be carried out by using the special spanner, a torque method Shi Ning is adopted according to the high-strength large hexagon bolts with the same diameter.
Acceptance of high-strength bolting construction quality: and (5) final screwing and acceptance of the high-strength bolt connection pair, wherein the screw tail and the plum blossom head are visually inspected to be qualified. For high-strength bolts which cannot be screwed by a special spanner, the method should be conducted according to the large hexagon head high-strength bolt inspection method. After the bolt is screwed down, the exposed thread should not be less than 2 pitches.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.

Claims (7)

1. The folding method suitable for the large-span arch steel structure building is characterized by comprising the following steps of:
A. layout of steel structure construction control nets: laying a steel structure construction control network according to a design drawing and the actual condition of the site to form a reference basis for the installation and construction of the steel structure;
B. dividing a flow water construction section: dividing a running water construction section according to the deployment of construction machinery and constructors, and dividing an arch area of a steel structure into independent construction sections;
C. assembling and welding steel structural members: b, assembling and welding the steel beam members and the steel column members according to the running water construction sections divided in the step B, so that the structures of the running water construction sections are molded;
D. folding: assembling steel structural members at construction joint positions of adjacent running water construction sections to form an integral structure of the steel structural building;
c, when the steel structural members are assembled and welded, all the running water construction working sections are synchronously constructed to the vault elevation of the arch ring structure, closing construction of the arch ring structure and installation construction of the steel structural members above the vault elevation in the independent arch area are suspended until all the steel beam members and the steel column members of the rest construction working sections are completely installed, and then the installation of the rest steel structural members of the arch area construction working sections is carried out;
when the arched area construction working section is installed, arched components are symmetrically installed from the arch foot to the two sides of the arch crown direction; reinforcing members are synchronously arranged in the process of installing and welding the arch-shaped members so as to ensure the stability of the arch-shaped members; reserving shrinkage allowance according to welding shrinkage deformation conditions when the arched components are assembled;
the arch region construction section comprises a plurality of segment arch ring main beams and a plurality of segment arch ring secondary beams, wherein the segment 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 region construction section and are used for improving the structural stability of the arch ring structure, and the arrangement positions of the segment connection points of the segment main beams of the arch ring are corresponding to the arrangement positions of the segment secondary beams of the arch ring; at the connection point position of the arch ring main beam section, the connection area of the arch ring secondary beam and the arch ring main beam on the arch leg side is larger than the connection area of the arch ring main beam on the arch crown side; the arch ring structure comprises an arch foot section, an arch starting section and an arch ring folding section, wherein the arch foot section is arranged at the end part of the arch ring structure, the arch ring folding section is arranged on the vault of the arch ring structure, the arch starting section is arranged between the arch foot section and the arch ring folding section, and in the arrangement range of the arch starting section, the connecting surface of the arch ring girder is obliquely arranged and points to one side of the bottom of the arch ticket.
2. The folding method for large span arch steel structure building according to claim 1, wherein the layout of the steel structure plane control net in the step a requires the simultaneous establishment of a construction plane control net and a construction elevation control net.
3. The method of claim 2, wherein the elevation datum point is set based on a steel structure arch base plate supporting surface.
4. The method of folding a large span arch steel structure according to claim 2, wherein the elevation observation points are arranged at the positions of the steel structure arch crown and/or arch axis shape change and/or the intersection of the longitudinal and transverse supplies.
5. The folding method for large span arch steel structure building according to claim 2, wherein an axis datum point is provided on each of two sides of the upper surface of the arch foot bottom plate in the longitudinal and transverse directions, and axis observation points are synchronously provided at the elevation observation points.
6. The folding method for a large span arch steel structure building according to claim 1, wherein the steel structure members are cleaned of impurities at the welded parts before welding, and the groove sizes of the welded parts are checked; an arc striking plate is arranged at the starting point of a welding bead before welding the steel structural member, and an arc extinguishing plate is arranged at the finishing point of the welding bead; the welding part is also required to be preheated before the steel structural member is welded; before the formal welding, performing positioning welding to fix the positions and the distances between the weldments; the formal welding adopts a multi-layer and multi-channel welding method; and after the welding is finished, carrying out post heat treatment on the welding part, and arranging a heat preservation device at the welding part.
7. The method of folding a large span arch steel structure according to claim 1, wherein the steel structural members are connected by high strength bolts; before the high-strength bolt is used, checking the anti-slip coefficient of the friction surface of the connecting member, and checking the flatness of the contact surface of the high-strength bolt connecting plate; and (3) marking the nut after the high-strength bolt is primarily screwed or secondarily screwed to indicate that the primary screwing and the secondary screwing are finished, and then, performing final screwing by using a special spanner until the plum blossom head at the tail part of the bolt is screwed off.
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