CN113175090B - Construction method for large-span stay rope pull rod truss steel structure - Google Patents
Construction method for large-span stay rope pull rod truss steel structure Download PDFInfo
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- CN113175090B CN113175090B CN202110454973.2A CN202110454973A CN113175090B CN 113175090 B CN113175090 B CN 113175090B CN 202110454973 A CN202110454973 A CN 202110454973A CN 113175090 B CN113175090 B CN 113175090B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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Abstract
The invention discloses a construction method of a large-span stay cable pull rod truss steel structure, which comprises the steps of respectively carrying out modeling analysis on a curtain wall truss steel structure, a main steel structure and a top main structure, carrying out three-dimensional position correction on the curtain wall truss steel structure and the main steel structure, carrying out assembly model analysis after model pretreatment, and carrying out corresponding installation on site according to data after independent calculation and die assembly calculation. The invention optimizes the structural arrangement, simultaneously considers that the on-site butt joint assembly of the truss is completed and the two selected cranes are used for lifting and mounting the vertical surfaces after the assembly is qualified in the construction simulation, avoids the influence on the structural quality caused by irreversible deformation due to overlong components in the lifting process of a single crane, ensures that the strength and the deformation of the truss meet the standard requirements in the lifting process through the simulation calculation of the lifting process of the truss, and ensures the stability of the large-span truss structure before forming and the safety of the construction by additionally arranging the top and bottom temporary supports.
Description
Technical Field
The invention relates to the field of curtain wall buildings, in particular to a construction method of a large-span stay cable pull rod truss steel structure.
Background
The large-span stay cable pull rod truss steel structure is formed by a plurality of plane trusses, high-strength alloy steel pull rod inclined struts are adopted in the plane trusses, and totally-closed spiral steel stranded wire stay cables are adopted for connecting the plane trusses in a pulling mode. The main structure connected by the curtain wall steel structure truss is a multi-tower structure, the truss steel structure is large in size, on the basis of guaranteeing the structure safety, the structural steel quantity and the connection nodes are optimized in the direction needing to be researched, the truss steel structure is large in span and poor in single truss stability before structure forming, and the problem that how to consider hoisting in the construction process is troublesome is also solved.
Disclosure of Invention
In order to overcome the defects of related products in the prior art, the invention provides a construction method of a large-span cable pull rod truss steel structure, and solves the problem that the large-span cable pull rod truss steel structure is difficult to install.
The invention provides a construction method of a large-span stay cable pull rod truss steel structure, which comprises the following steps:
step a, respectively modeling and analyzing a curtain wall truss steel structure, a main steel structure and a top main structure, performing three-dimensional position correction on the curtain wall truss steel structure and the main steel structure, performing final assembly model analysis after model preprocessing, and performing corresponding installation on site according to data obtained after independent calculation and die assembly calculation, wherein the curtain wall truss steel structure comprises a plurality of plane single-truss trusses;
b, respectively selecting two hoisting points on a single truss, and respectively carrying out elevation lifting installation on the two hoisting points of the truss by matching two cranes;
c, respectively installing pin roll nodes at the bottom and the top of the truss after the truss is hoisted, and respectively additionally arranging temporary supports;
d, hoisting single trusses in the steel structure of the curtain wall truss, fixing the trusses according to the main beams after three trusses are installed, installing inhaul cables, and not applying pre-tightening force to the inhaul cables;
and e, after the curtain wall truss steel structure is installed and folded, adjusting the inhaul cable, applying pretightening force and finishing the final structure.
In certain embodiments of the present invention, the step b specifically comprises:
determining the span between two hoisting points according to the actual length of the truss, wherein the two hoisting points are both positioned at the nodes of the outer chord of the truss;
according to the determined two hoisting points, in the hoisting process of the truss through simulation software, the stress conditions of the truss in the forms of 0 degrees, 30 degrees and 60 degrees relative to the ground are checked, so that the strength and the deformation of the truss in the hoisting process can meet the standard requirements;
the two cranes hoist after fixing the hoisting points respectively, the hoisting heights of the two cranes are different, and one hoisting point is relatively lifted relative to the other hoisting point so that the truss is erected relative to the ground.
Compared with the prior art, the invention has the following advantages:
according to the construction method of the large-span stay cable pull rod truss steel structure, the structural arrangement is optimized by adopting calculation methods such as main body structure assembly model analysis calculation and direct analysis, the engineering cost is saved, meanwhile, the situation that the structural quality is influenced by irreversible deformation caused by overlong components in the hoisting process of a single crane is avoided by considering that the truss is subjected to on-site butt joint assembly and is detected to be qualified in the construction simulation and then is hoisted and installed by utilizing the vertical faces of two selected cranes, the strength and deformation of the truss in the hoisting process are ensured to meet the standard requirements through the simulation calculation of the truss hoisting process, in addition, the stability of the large-span truss structure before forming is ensured by additionally arranging the top-bottom temporary support, the construction safety is ensured, and a better reference direction is provided for subsequent similar schemes.
Drawings
FIG. 1 is a schematic flow diagram of a construction method of a large-span stay cable pull rod truss steel structure.
Detailed Description
In order to make the technical solutions of the present invention better understood, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention. It is to be understood that the described embodiments are merely illustrative of some, but not all, of the embodiments of the invention, and that the preferred embodiments of the invention are shown in the drawings. This invention may be embodied in many different forms and should not be construed as limited to the embodiments set forth herein, but rather should be construed as broadly as the present disclosure is set forth in order to provide a more thorough understanding thereof.
Referring to fig. 1, the construction method of the large-span cable pull rod truss steel structure according to the embodiment of the invention comprises the following steps:
step a, respectively carrying out modeling analysis on a curtain wall truss steel structure, a main steel structure and a top main structure, carrying out three-dimensional position correction on the curtain wall truss steel structure and the main steel structure, carrying out assembly model analysis after model preprocessing, and carrying out corresponding installation on site according to data obtained after independent calculation and die assembly calculation, wherein the curtain wall truss steel structure comprises a plurality of plane single-truss trusses.
And b, respectively selecting two hoisting points on the truss with a single truss, and respectively carrying out elevation lifting installation on the two hoisting points of the truss by matching of two cranes.
And c, respectively installing pin roll joints at the bottom and the top of the truss after the truss is hoisted, and respectively additionally arranging temporary supports.
And d, hoisting single trusses in the steel structure of the curtain wall truss, fixing the trusses according to the main beams after three trusses are installed, installing the stay cables, and not applying pre-tightening force to the stay cables.
And e, after the curtain wall truss steel structure is installed and folded, adjusting the stay cables, applying pretightening force and finishing the final structure.
In the step a, different modeling software used respectively are used for modeling in the actual design of the curtain wall truss steel structure, the main steel structure and the top main structure, so that data cannot be directly conducted with each other in the process of die assembly, and corresponding error analysis is needed. Before the model is assembled, the load working condition naming pretreatment of the structure is needed, the three-dimensional position of each structure is subjected to deviation and node position correction, and finally SAP2000 finite element analysis is adopted for final assembly and analysis calculation so as to guarantee the safety of the structure.
Because the chord span (33 m maximum) of the truss is free of lateral support and support, the first-order linear analysis is difficult to determine the accurate slenderness ratio of the inner chord member, if the section is enlarged, the method is not economical, and the building effect is influenced by increasing the horizontal support. According to the embodiment of the invention, a direct analysis method is adopted, and the initial point position of the L/300 changed structure is taken as the maximum defect value according to the lowest-price overall buckling mode; and considering the additional bending moment by utilizing SAP2000 finite element analysis software, and optimizing a part of the rod part and reinforcing a weak position by using a direct analysis method structure to meet the specification requirement.
Because a single truss has large span and weak rigidity outside the plane, if a conventional hoisting mode is adopted, the component is easy to deform greatly, the installation quality of the component is influenced, and the installation precision of the truss is difficult to control. If the high-altitude bulk mode is adopted, the splicing precision of the truss is not well controlled, and a scaffold needs to be additionally erected for installing the 33m truss, so that the cost is huge. In the embodiment of the present invention, the step b specifically includes: determining the span between two hoisting points according to the actual length of the truss, wherein the two hoisting points are both positioned at the nodes of the outer chord of the truss; according to the determined two hoisting points, in the hoisting process of the truss through simulation software, the stress conditions of the truss in the forms of 0 degrees, 30 degrees and 60 degrees relative to the ground are checked, so that the strength and the deformation of the truss in the hoisting process can meet the standard requirements; the two cranes hoist after fixing the hoisting points respectively, and the truss is narrow in space between the umbrella trees of the main structure and cannot swing, so that the two cranes have different hoisting heights, one hoisting point is fixed, and the other hoisting point is lifted and swung relatively to finally adjust the truss to a specified position.
Because a single truss does not form a structural system, the stability is poor, and the peripheral main body structure has no other temporary supporting points, after calculation, the bottom and top pin shaft joints are installed in time after the truss is hoisted, and temporary supports are additionally arranged, so that the stability of the structure can be ensured, and the construction safety can be ensured. And in addition, after three trusses are installed by hoisting a single truss in the steel structure of the curtain wall truss, fixing the trusses according to the main beams, installing the stay cables, not applying pretightening force to the stay cables, adjusting the stay cables after the steel structure of the curtain wall truss is installed and folded, and applying pretightening force to complete the final structure.
According to the construction method of the large-span stay cable pull rod truss steel structure, the structure is optimized by adopting calculation methods such as main structure assembly model analysis calculation and direct analysis, the engineering cost is saved, meanwhile, the construction simulation considers that the truss is subjected to on-site butt joint assembly and is lifted and installed by utilizing the vertical faces of two selected cranes after being inspected to be qualified, the problem that structural quality is influenced by irreversible deformation caused by overlong components in the lifting process of a single crane is avoided, and the strength and deformation of the truss meet the standard requirements in the lifting process are guaranteed through simulation calculation of the truss lifting process; in addition, the stability of the large-span truss structure before forming is guaranteed by additionally arranging the top-bottom temporary support, the construction safety is guaranteed, and a better reference direction is provided for subsequent similar schemes.
Those not described in detail in this specification are well within the skill of the art. Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments described in the foregoing detailed description, or equivalent changes may be made in some of the features of the embodiments. All equivalent schemes made by using the contents of the specification and the attached drawings of the invention are directly or indirectly applied to other related technical fields and are within the protection scope of the patent of the invention.
Claims (2)
1. A construction method for a large-span stay rope pull rod truss steel structure is characterized by comprising the following steps:
step a, respectively carrying out modeling analysis on a curtain wall truss steel structure, a main steel structure and a top main structure, carrying out three-dimensional position correction on the curtain wall truss steel structure and the main steel structure, carrying out assembly model analysis after model preprocessing, and carrying out corresponding installation on site according to data obtained after independent calculation and die assembly calculation, wherein the curtain wall truss steel structure comprises a plurality of plane single-truss trusses;
b, respectively selecting two hoisting points on a single truss, and respectively carrying out elevation lifting installation on the two hoisting points of the truss by matching two cranes;
c, respectively installing pin roll nodes at the bottom and the top of the truss after the truss is hoisted, and respectively additionally arranging temporary supports;
d, hoisting a single truss in the steel structure of the curtain wall truss, fixing the trusses according to the main beam after three trusses are installed, installing a guy cable, and not applying pretightening force to the guy cable;
and e, after the curtain wall truss steel structure is installed and folded, adjusting the stay cables, applying pretightening force and finishing the final structure.
2. The construction method for the large-span stay cable pull rod truss steel structure according to claim 1, wherein the step b specifically comprises the following steps:
determining the span between two hoisting points according to the actual length of the truss, wherein the two hoisting points are both positioned at the nodes of the outer chord of the truss;
according to the determined two hoisting points, in the hoisting process of the truss through simulation software, the stress conditions of the truss in the forms of 0 degrees, 30 degrees and 60 degrees relative to the ground are checked, so that the strength and the deformation of the truss in the hoisting process can meet the standard requirements;
the two cranes hoist after fixing the hoisting points respectively, the hoisting heights of the two cranes are different, and one hoisting point is relatively lifted relative to the other hoisting point so that the truss is erected relative to the ground.
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| CN114753649A (en) * | 2022-04-25 | 2022-07-15 | 河南五建第二建筑安装有限公司 | Construction method of hyperbolic roof cornice curtain wall based on BIM scaffold free building |
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