CN114996831A - Lean construction method of large-span suspended ridge hyperbolic inverted arch diagonal grid structure - Google Patents
Lean construction method of large-span suspended ridge hyperbolic inverted arch diagonal grid structure Download PDFInfo
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- 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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- E—FIXED CONSTRUCTIONS
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- 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
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- 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
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Abstract
The application provides a lean construction method of a large-span suspension ridge hyperbolic inverted arch diagonal grid structure, which comprises the following steps: step S1: designing a preliminary construction scheme according to the characteristics of the structure; step S2: performing iterative computation analysis according to the construction process of the grid structure, performing load combination bearing capacity analysis and calculation on the grid structure, and outputting a final construction scheme and a final design configuration if the load combination bearing capacity of the grid structure meets the precision requirement; and if the bearing capacity of the load combination does not meet the precision requirement, outputting information which does not meet the precision requirement, and executing the step S2 again after adjusting the temporary support position setting, the member arching position, the reserved deformation control amount of the vertical steel column and the integral construction and welding sequence of the grid structure in the preliminary construction scheme until the bearing capacity of the load combination meets the precision requirement. The method and the device can solve the problem that the structural stress and deformation control difficulty is high in the process of building the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure.
Description
Technical Field
The application relates to the technical field of steel structure construction, in particular to a lean construction method of a large-span overhanging ridge hyperbolic inverted arch diagonal grid structure.
Background
In recent years, steel structure buildings are widely applied to large-scale complex stadium buildings due to the advantages of low carbon, energy conservation, environmental protection, light dead weight, strong shock resistance, random design and suitability for structural systems with large span and complex modeling, and the scheme analysis and the construction quality control of the construction of special-shaped complex structures are main construction problems.
Due to the particularity of the structural form, the large-span (the span is more than 30 m) suspension ridge line hyperbolic inverted arch diagonal grid structure has a suspension shape, complex and various node forms, and complex structural stress and deformation rules in the construction process, and the problems of structural stress and deformation in the construction process cannot be solved according to the construction method of the conventional grid structure; meanwhile, the conventional construction method for arranging the temporary support can solve the problems of structural stress and construction deformation, but the use amount of tool materials is large, and the economical efficiency is poor. Therefore, a lean construction method for a large-span suspended ridge line hyperbolic inverted arch diagonal grid structure is urgently needed to be designed.
Disclosure of Invention
The application mainly aims to provide a lean construction method of a large-span suspended ridge hyperbolic inverted arch diagonal grid structure, and the method is used for solving the problem that the structure stress and deformation control difficulty are high in the lean construction process of the large-span and medium-span suspended ridge hyperbolic inverted arch diagonal grid structure in the prior art.
In order to achieve the above object, the present application provides a lean construction method of a large-span suspended ridge hyperbolic inverted arch diagonal grid structure, comprising:
step S1: designing a preliminary construction scheme according to the characteristics of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure;
step S2: performing iterative calculation analysis on the construction process of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure according to the preliminary construction scheme, and performing load combination bearing capacity analysis and calculation on the large-span suspended ridge hyperbolic inverted arch diagonal grid structure, wherein,
if the load combined bearing capacity of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure meets the precision requirement, outputting the preliminary construction scheme as a final construction scheme, and outputting a final design configuration;
and if the load combined bearing capacity of the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure does not meet the precision requirement, outputting information that the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure does not meet the precision requirement, adjusting the preliminary construction scheme, and then executing the step S2 again until the load combined bearing capacity of the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure meets the precision requirement.
Further, in step S1, after the preliminary construction plan is designed, the method further includes:
and establishing a finite element model of the temporary support in finite element analysis software according to the section information, the position information and the boundary information of the temporary support in the preliminary construction scheme, defining a structure group, a boundary group and a load group according to a construction process, and performing construction simulation calculation.
Further, the step S2 includes:
step S21: establishing the large-span suspension ridge hyperbolic inverted arch diagonal grid structure according to design requirementsEstablishing a rectangular coordinate system for the constructed finite element model, and setting the initial node coordinates of the finite element model of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure as X 0 (i) I is a node number, wherein the node numbers are distributed continuously, the minimum value is 1, and the maximum value is n;
step S22: outputting the displacement U of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure in a table form on a finite element analysis software post-processing interface 0 (i) Simultaneously enabling a coordinate adjustment value S (i) = U) of a finite element model of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure 0 (i)；
Step S23: applying a coordinate adjustment value S (i) inversely to an initial node coordinate X of a finite element model of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure 0 (i) And calculating to obtain the node coordinate X of the finite element model of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure at the moment 1 (i) And performing construction simulation analysis again, and outputting the displacement U of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure in a table form 1 (i)；
Step S24: checking the load combined bearing capacity of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure, and calculating to obtain the displacement difference delta U of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure 1 (i) Wherein, in the step (A),
the sum of squares of displacement differences of all nodes on the simulation model of the large-span suspension ridge hyperbolic inverted-arch diagonal grid structure;
step S25: enabling the displacement difference delta U of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure 1 (i) Compared with a previously given precision m if
If the requirement on precision is met, modifying the node coordinates of the finite element model of the large-span overhanging ridge hyperbolic inverted arch diagonal grid structure to obtain the large-span overhanging ridge hyperbolic inverted arch diagonal gridThe final design configuration X (i) of the lattice structure and outputting a final construction scheme; if it is not
If the accuracy requirement is not met, outputting the information of the unsatisfied accuracy requirement in the large-span suspension ridge hyperbolic inverted arch diagonal grid structure, and after the preliminary construction scheme is adjusted, enabling a coordinate adjustment value S (i) = U 1 (i) Returning to the step S23, and then repeatedly executing the steps S23 to S25 until the precision requirement is met.
Further, the node coordinate X of the finite element model of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure 1 (i)=X 0 (i)-S(i)；
Displacement difference delta U of large-span suspension ridge hyperbolic inverted arch skew grid structure 1 (i) =U 1 (i)-U 0 (i)；
The final design configuration X (i) = X of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure 0 (i)-S(i)。
Further, in the step S2, the manner of adjusting the preliminary construction plan includes: the method comprises the steps of reserving a vertical steel column for controlling deformation, reasonably setting temporary supporting point positions, pre-arching in advance, sealing a support in advance, formulating a reasonable installation sequence, and formulating a reasonable welding process and unloading sequence.
Further, when outputting the information that the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure does not meet the precision requirement is that the displacement of the rod piece is large, the support in the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure is closed in advance during construction simulation, and the support is opened after the construction simulation of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure is completed.
Further, when outputting the information that the large-span overhanging ridge hyperbolic inverted arch diagonal grid structure does not satisfy the member stress or deformation is large, temporary supports are additionally arranged during construction simulation, and if the temporary supports cannot be additionally arranged, the arch camber is pre-performed in advance during construction simulation.
Further, when the information that the large-span suspended ridge hyperbolic inverted arch diagonal grid structure does not meet the precision requirement is output, that the vertical steel column deforms greatly, deformation is reserved when the vertical steel column is installed in the construction simulation.
Further, when the maximum structural deformation, stress and stress ratio generated by each construction simulation are different when outputting the information that the large-span overhanging ridgeline hyperbolic inverted-arch diagonal grid structure is not satisfied, determining the sequence of outer frame sealing, ridge line through, main rod welding, secondary rod welding and construction of the large-span overhanging ridgeline hyperbolic inverted-arch diagonal grid structure through a welding test.
Further, when the information that the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure is not satisfied is output, that is, the maximum structural deformation, stress and stress ratio generated by each construction simulation are different, the unloading sequence of the temporary support is determined through the construction simulation according to the stress deformation characteristic of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure and the stress deformation characteristic of the temporary support.
By applying the technical scheme, the influence factors of the structural design scheme, the construction scheme and the construction process on the final structural performance are comprehensively considered by the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure, the influence of the construction scheme and the construction process on the final structural performance can be accurately reflected, the method can inversely deduce the initial configuration of the structure from the deformation of the final forming structure, the method comprises the process that the installation process is subjected to the process that the local small units or members are assembled into the integral structure, the whole process is in the self-weight load action state, and the drawing structure is not considered. That is to say, the lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure provided by the application solves the problem that deformation and internal force caused by the construction process on the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure influence the performance of the structure. Meanwhile, the technical scheme of the invention can effectively solve the problem of high difficulty in controlling the stress and deformation of the structure in the process of constructing the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure, and is convenient for realizing the lean construction of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application. In the drawings:
FIG. 1 is a structural schematic diagram of a large-span overhanging ridge hyperbolic inverted arch diagonal grid structure disclosed in an embodiment of the application;
fig. 2 is a flowchart of a lean construction method of a large-span suspended ridge hyperbolic inverted arch diagonal grid structure disclosed in an embodiment of the present application.
Detailed Description
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments according to the present application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.
The relative arrangement of the components and steps, the numerical expressions, and numerical values set forth in these embodiments do not limit the scope of the present application unless specifically stated otherwise. Meanwhile, it should be understood that the sizes of the respective portions shown in the drawings are not drawn in an actual proportional relationship for the convenience of description. Techniques, methods, and apparatus known to those of ordinary skill in the relevant art may not be discussed in detail, but are intended to be part of the specification where appropriate. In all examples shown and discussed herein, any particular value should be construed as merely illustrative, and not limiting. Thus, other examples of the exemplary embodiments may have different values. It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, further discussion thereof is not required in subsequent figures.
Referring to fig. 1 and 2, according to an embodiment of the present application, a lean construction method of a large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure is provided, and the construction method is used for constructing the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure described in fig. 1, the whole large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure is a steel structure roof covering the top of a building venue, the structure is in an inverted-arch curved surface shape, large-span (the maximum spatial dimension of a main ridge beam is about 155 m), high-altitude, discontinuous local structure (the top is provided with a viewing platform opening), a steel structure column member supporting the steel roof is elongated and is in a multi-drop supporting state, and a spherical hinge support is adopted at the lower part of the support member. This large-span ridge line hyperbolic anti-arch skew grid structure that dangles includes L type lattice column 10, support 20 and sets up the roof structure 30 on L type lattice column 10 and support 20 top, and this roof structure 30 is whole to be a hyperbolic anti-arch skew grid structure, and it mainly builds through main member 31, secondary member 32, main ridge beam 33 and edge sealing beam 34 and forms.
The following will describe in detail a lean construction method of a large-span suspended ridge hyperbolic inverted-arch diagonal grid structure in the present application, and the construction method mainly includes the following steps:
step S1: and designing a preliminary construction scheme according to the characteristics of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure.
In this step, the structural characteristic of the large-span suspended ridge line hyperbolic reverse-arch diagonal grid structure that designers or constructors built as required carries out the design of preliminary construction scheme, to take the large-span suspended ridge line hyperbolic reverse-arch diagonal grid structure in fig. 1 as an example, in the design process, designers can combine the construction experience to simulate the construction to build the main body structure of the large-span suspended ridge line hyperbolic reverse-arch diagonal grid structure to obtain the above-mentioned preliminary construction scheme, and this preliminary construction scheme includes: installing L-shaped latticed columns 10 and supports 20 around a roof structure 30; then installing a temporary support; then installing an edge sealing beam 34 and a main ridge beam 33, then installing a main rod piece 31 and a secondary rod piece 32, installing the main rod piece 31 from the side part to the middle part, and installing the secondary rod piece 34 along with the main rod piece 31; and finally, unloading the large-span suspension ridge hyperbolic inverted arch diagonal grid structure.
In the step, after a preliminary construction scheme is designed, a finite element model of the temporary support is established in finite element analysis software according to the section information, the position information and the boundary information of the temporary support in the preliminary scheme, meanwhile, a structure group, a boundary group and a load group are defined according to a construction process, and simulation construction is carried out to obtain a simulation model of the large-span steel structure. The structural group is a newly installed rod piece or a newly dismantled rod piece in each construction process; the boundary group is boundary information contained in a newly installed rod or a newly dismantled rod in each construction process, such as bottom constraint condition and beam end constraint releasing condition; the load group is a newly added load or a newly disappeared load of each construction process. After defining the structure group, the boundary group and the load group according to the construction process, the method also comprises the following steps: and defining a construction stage, activating a structure group, a boundary group and a load group newly added in each construction process, and passivating a structure group, a boundary group and a load group newly disappeared in each construction process.
Step S2: performing iterative calculation analysis on the construction process of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure according to a preliminary construction scheme, performing load combination bearing capacity analysis and calculation on the large-span suspended ridge hyperbolic inverted arch diagonal grid structure, and if the load combination bearing capacity of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure meets the precision requirement, outputting the preliminary construction scheme as a final construction scheme and outputting a final design configuration; and if the load combination bearing capacity of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure does not meet the precision requirement, outputting information that the precision requirement is not met in the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure, adjusting a preliminary construction scheme aiming at the rod piece which does not meet the precision requirement, and executing the step S2 until the load combination bearing capacity of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure meets the precision requirement.
In this step, step S21 is first executed: establishing a finite element model of the large-span suspension ridge line hyperbolic inverted arch skew grid structure according to design requirements, establishing a rectangular coordinate system, and setting initial node coordinates of the finite element model of the large-span suspension ridge line hyperbolic inverted arch skew grid structure as X 0 (i) And i is the node number, wherein the node numbers are distributed continuously, the minimum value is 1, and the maximum value is n. It is understood that the finite element analysis software in the present embodiment may be ansys software, for example.
The method is explained by taking roof construction simulation of a large-span overhanging ridge hyperbolic anti-arch skew grid structure as an example, a finite element model of the large-span overhanging ridge hyperbolic anti-arch skew grid structure is established according to precision requirements, the finite element model of the large-span overhanging ridge hyperbolic anti-arch skew grid structure is imported into finite element analysis software, a rectangular coordinate system is established, wherein an X axis is along the width direction of the large-span overhanging ridge hyperbolic anti-arch skew grid structure, a Y axis is along the length direction of the large-span overhanging ridge hyperbolic anti-arch skew grid structure, a Z axis is along the height direction of the large-span overhanging ridge hyperbolic anti-arch skew grid structure, and the initial node coordinate of the finite element model of the large-span overhanging ridge hyperbolic anti-arch skew grid structure is X 0 (i) And i is the node number, the node numbers are distributed continuously, the minimum value is 1, and the maximum value is n.
Step S22 is then executed: outputting displacement U of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure in a table form on a finite element analysis software post-processing interface 0 (i) Simultaneously enabling the coordinate adjustment value S (i) = U of the finite element model of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure 0 (i)。
Then, step S23 is executed: applying the coordinate adjustment value S (i) reversely to the initial node coordinate X of the finite element model of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure 0 (i) And calculating to obtain the node coordinate X of the finite element model of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure at the moment 1 (i) And performing construction simulation analysis again, and outputting the large-span suspension ridge line hyperbolic inverted arch in a table formDisplacement U of oblique lattice structure 1 (i) Wherein, the node coordinate X of the finite element model of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure 1 (i)=X 0 (i)-S(i)。
Then, step S24 is executed: checking the load combination bearing capacity of the large-span suspension ridge line hyperbolic inverted arch skew grid structure, and calculating to obtain the displacement difference delta U of the large-span suspension ridge line hyperbolic inverted arch skew grid structure 1 (i) Wherein, in the step (A),
is the sum of squares of displacement differences of all nodes on a simulation model of a large-span overhanging ridge hyperbolic inverted arch skew grid structure, and the displacement difference delta U of the large-span overhanging ridge hyperbolic inverted arch skew grid structure 1 (i) =U 1 (i)-U 0 (i)。
Then, step S25 is executed: the displacement difference delta U of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure 1 (i) Compared with a previously given precision m if
If the accuracy requirement is met, modifying the node coordinates of a finite element model of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure to obtain a final design configuration X (i) of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure; if it is not
If the accuracy requirement is not met, outputting the information of the unsatisfied accuracy requirement in the large-span suspension ridge hyperbolic inverted arch diagonal grid structure, adjusting the preliminary construction scheme in the step S1, and enabling the coordinate adjustment value S (i) = U 1 (i) Returning to the step S23, and then repeatedly operating the steps S23 to S25 until the precision requirement is met, wherein the final design configuration X (i) = X of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure 0 (i)-S(i)。
In step S25, the manner of adjusting the preliminary construction plan includes: the method comprises the steps of reserving a vertical steel column for controlling deformation, reasonably setting temporary supporting point positions, pre-arching in advance, sealing a support in advance, formulating a reasonable installation sequence, formulating a reasonable welding process and unloading sequence and the like.
Specifically, when the information that the accuracy requirement is not met in the large-span suspended ridge hyperbolic inverted arch diagonal grid structure is output as a rod member (including a main rod member 31 and a secondary rod member 32) with large displacement (compared with a design value), the support 20 in the large-span suspended ridge hyperbolic inverted arch diagonal grid structure is closed in advance during construction simulation, and the support 20 is opened after the construction of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure is completed. Specifically, during construction simulation, when the support 20 is opened, the beam end constraint simulation node hinged connection is released in the finite element software, and when the support 20 is closed, the beam end constraint simulation node fixed connection is passivated in the finite element software. During construction simulation, beam end constraint simulation nodes are released in finite element software to be hinged and connected after the rod piece is installed, and beam end constraint simulation nodes are released in the finite element software to be fixedly connected when the rod piece is welded.
When the information of unsatisfied precision requirements in the large-span suspended ridge hyperbolic inverted arch diagonal grid structure is output, namely the stress or deformation of the rod pieces (including the main rod piece 31 and the secondary rod piece 32) is large (relative to a design value), temporary support is additionally arranged during construction simulation, and if the temporary support cannot be additionally arranged, the arch is pre-arched in advance during construction simulation. During construction simulation, after a pre-arching scheme is determined, node coordinates of a large-span overhanging ridge line hyperbolic inverted arch diagonal grid structure in finite element software are led out in the finite element software, node coordinates at a pre-arching position are modified (current node coordinates at the pre-arching position = original node coordinates at the pre-arching position + pre-arching value) to obtain new node coordinates of the structure, and finally the new node coordinates of the structure are led into the finite element software to replace the previous node coordinates, so that the pre-arching of the structure is simulated.
When the information that the accuracy requirement is not met in the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure is output, and the deformation of the vertical steel column (namely the vertically arranged steel column in the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure) is large, the deformation amount is reserved during installation of the vertical steel column during construction simulation. And during construction simulation, after a scheme of the reserved deformation of the vertical steel column is determined, the reserved deformation is applied to a structural finite element model in a mode of changing node coordinates, the reserved deformation of each vertical steel column at the bottom of the grid structure is obtained by simulating the reserved deformation construction deformation analysis of the vertical steel column, the node coordinates of the top end of the steel column are directly modified in finite element software, and the current node coordinates of the top end of the steel column = the original node coordinates of the top end of the steel column-the displacement value of the top end of the steel column. During the construction simulation mode, the reserved control deformation of the vertical steel column is a corresponding numerical value of the horizontal displacement of each steel column obtained through fine construction simulation calculation, the reserved control deformation is used during installation of the vertical steel column, the steel column positioning measurement coordinates are changed in the construction process to reserve the control deformation, the displacement value of the top end of the steel column is applied to the vertical steel column measuring and correcting coordinate value, and therefore the final construction and installation accuracy of the vertical steel column meets the construction and installation requirements of a grid structure and finally meets the design and standard requirements.
When the maximum structural deformation, stress and stress ratio generated by each construction simulation of the information which is output and meets the precision requirement in the large-span overhanging ridge line hyperbolic inverted arch diagonal grid structure are different, the sequence of sealing the outer frame (namely the edge sealing beam 34), penetrating the ridge line (namely the main ridge beam 33), welding the main rod piece 31 and welding and constructing the secondary rod piece 32 of the large-span overhanging ridge line hyperbolic inverted arch diagonal grid structure is determined through a welding test, further, the deformation of the grid structure can be effectively controlled through a symmetrically-installed construction method, the deformation value obtained through construction simulation calculation is compared with the deformation control value with the precision requirement, and if the deformation value is larger than the deformation control value, pre-arching is carried out, and the pre-arching value = | deformation value-deformation control value |. During actual execution, welding entity test specimens can be manufactured on the ground in the form of structures and rod pieces before construction, 3-5 different welding sequences are formulated, and the optimal welding sequence of the project is determined by comparing the welding deformation and the residual stress change of the different welding sequences. And determining that the outer frame is sealed and extends outwards synchronously from the corner until the sealing is finished, performing the welding sequence of synchronous symmetrical welding of the main rod pieces 31 after the back ridge welding is completely penetrated to form the grid structure configuration positioning, and performing the welding operation on the secondary rod pieces 32 after all the main rod pieces 31 are welded. Welding sequence of single rod piece: firstly, welding a first layer of welding seams on the inner side surface and the outer side surface, then welding three layers of welding seams on the lower bottom surface, then welding a second layer of welding seams on the inner side surface and the outer side surface, and finally welding three layers of welding seams on the upper top surface.
When the information of the unsatisfied precision requirement in the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure is output, namely the maximum structure deformation, the stress and the stress ratio generated by each construction simulation are different, the unloading sequence of the temporary support is determined through the construction simulation according to the stress deformation characteristic of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure and the stress deformation characteristic of the temporary support. The reasonable unloading sequence is formulated during construction, the unloading sequence is reasonably selected by combining the stress and deformation of each temporary support through fine construction simulation calculation analysis, and in a specific implementation mode of the application, the temporary supports are unloaded in sequence in a mode of unloading 10mm each time.
To sum up, the lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure comprehensively considers the influence factors of the structural design scheme, the construction scheme and the construction process on the final structural performance, can accurately reflect the influence of the construction scheme and the construction process on the final structural performance, can inversely deduce the initial configuration of the structure from the deformation of the final forming structure, comprises the process that the installation process is subjected to the process that a local small unit or a member is assembled into an integral structure, and the whole process is in a self-weight load action state, which are not considered by the drawing structure. That is to say, the lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure provided by the application solves the problem that deformation and internal force caused by the construction process on the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure influence the performance of the structure. Meanwhile, the technical scheme of the invention can solve the problem of high difficulty in controlling the stress and deformation of the structure in the process of constructing the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure, and is convenient for realizing lean construction of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure.
From the above description, it can be seen that the above-described embodiments of the present application achieve the following technical effects: the large-span overhanging ridge hyperbolic inverted arch diagonal grid structure experiences a real structure in a specific assembling process, is different from a virtual structure of a design drawing, has a plurality of factors influencing final installation deformation, is in a self-weight load action state in the whole process, is realized by no method of theoretical calculation, and can only be used for final installation deformation of an actual structure through field actual measurement. The lean construction method for the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure can accurately calculate structural performance change caused by construction deformation errors, make up for the blank of deformation and internal force generated in the construction process on the bearing capacity performance of a finally constructed building structure, and can realize lean construction of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure.
Spatially relative terms, such as "above … …", "above … …", "above … …, on a surface", "above", and the like, may be used herein for ease of description to describe one device or feature's spatial relationship to another device or feature as illustrated in the figures. It will be understood that the spatially relative terms are intended to encompass different orientations of the device in use or operation in addition to the orientation depicted in the figures. For example, if a device in the figures is turned over, devices described as "above" or "on" other devices or configurations would then be oriented "below" or "under" the other devices or configurations. Thus, the exemplary term "above … …" can include both an orientation of "above … …" and "below … …". The device may be otherwise variously oriented (rotated 90 degrees or at other orientations) and the spatially relative descriptors used herein interpreted accordingly.
It should be noted that the terms "first", "second", and the like are used to define the components, and are only used for convenience of distinguishing the corresponding components, and the terms have no special meanings unless otherwise stated, and therefore, the scope of protection of the present application is not to be construed as being limited.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made to the present application by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. A lean construction method of a large-span suspension ridge hyperbolic inverted-arch diagonal grid structure is characterized by comprising the following steps:
step S1: designing a preliminary construction scheme according to the characteristics of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure;
step S2: performing iterative calculation analysis on the construction process of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure according to the preliminary construction scheme, and performing load combination bearing capacity analysis and calculation on the large-span suspended ridge hyperbolic inverted arch diagonal grid structure, wherein,
if the load combined bearing capacity of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure meets the precision requirement, outputting the preliminary construction scheme as a final construction scheme, and outputting a final design configuration;
and if the load combined bearing capacity of the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure does not meet the precision requirement, outputting information that the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure does not meet the precision requirement, adjusting the preliminary construction scheme, and then executing the step S2 again until the load combined bearing capacity of the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure meets the precision requirement.
2. The lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 1, wherein the step S1, after designing the preliminary construction scheme, further comprises:
and establishing a finite element model of the temporary support in finite element analysis software according to the section information, the position information and the boundary information of the temporary support in the preliminary construction scheme, defining a structure group, a boundary group and a load group according to a construction process, and performing construction simulation calculation.
3. A lean construction method of a large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 1, wherein the step S2 includes:
step S21: establishing a finite element model of the large-span suspension ridge line hyperbolic inverted arch skew grid structure according to design requirements, establishing a rectangular coordinate system, and setting initial node coordinates of the finite element model of the large-span suspension ridge line hyperbolic inverted arch skew grid structure as X 0 (i) I is a node number, wherein the node numbers are distributed continuously, the minimum value is 1, and the maximum value is n;
step S22: outputting the displacement U of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure in a table form on a finite element analysis software post-processing interface 0 (i) Simultaneously enabling a coordinate adjustment value S (i) = U) of a finite element model of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure 0 (i)；
Step S23: applying a coordinate adjustment value S (i) inversely to an initial node coordinate X of a finite element model of the large-span suspended ridge hyperbolic inverted arch diagonal grid structure 0 (i) And calculating to obtain the node coordinate X of the finite element model of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure at the moment 1 (i) And performing construction simulation analysis again, and outputting the displacement U of the large-span suspended ridge line hyperbolic inverted arch diagonal grid structure in a table form 1 (i)；
Step S24: checking the load combined bearing capacity of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure, and calculating to obtain the displacement difference delta U of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure 1 (i) Wherein, in the step (A),
all nodes on a simulation model of the large-span suspension ridge hyperbolic inverted-arch diagonal grid structureThe sum of the squares of the displacement differences of (a);
step S25: enabling the displacement difference delta U of the large-span suspension ridge line hyperbolic inverted arch diagonal grid structure 1 (i) Compared with a previously given precision m if
If the accuracy requirement is met, modifying the node coordinates of a finite element model of the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure to obtain a final design configuration X (i) of the large-span suspended ridge line hyperbolic inverted-arch diagonal grid structure, and outputting a final construction scheme; if it is not
If the accuracy requirement is not met, outputting the information of the unsatisfied accuracy requirement in the large-span suspension ridge hyperbolic inverted arch diagonal grid structure, and after the preliminary construction scheme is adjusted, enabling a coordinate adjustment value S (i) = U 1 (i) Returning to the step S23, and then repeatedly executing the steps S23 to S25 until the precision requirement is met.
4. A lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 3,
node coordinate X of finite element model of large-span suspension ridge hyperbolic inverted arch diagonal grid structure 1 (i)=X 0 (i)-S(i)；
Displacement difference delta U of large-span suspension ridge hyperbolic inverted arch diagonal grid structure 1 (i) =U 1 (i)-U 0 (i)；
The final design configuration X (i) = X of the large-span suspension ridge hyperbolic inverted arch diagonal grid structure 0 (i)-S(i)。
5. A lean construction method of a large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 1, wherein in the step S2, the manner of adjusting the preliminary construction plan includes: the method comprises the steps of reserving a vertical steel column for controlling deformation, reasonably setting temporary supporting point positions, pre-arching in advance, sealing a support in advance, formulating a reasonable installation sequence, and formulating a reasonable welding process and unloading sequence.
6. The lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 5, wherein when outputting that the information that the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure does not meet the precision requirement is that the displacement of a rod is large, a support in the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure is closed in advance during construction simulation, and the support is opened after the construction simulation of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure is completed.
7. The lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 5, wherein when outputting that the information that the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure does not satisfy is that stress or deformation of a rod is large, temporary supports are added during construction simulation, and if the temporary supports cannot be added, pre-arching is performed in advance during construction simulation.
8. The lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 5, wherein when outputting the information that the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure does not meet the accuracy requirement is that the vertical steel column deforms greatly, a deformation amount is reserved during installation of the vertical steel column during construction simulation.
9. The lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 5, wherein when the information that the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure does not satisfy is output, that is, the maximum structural deformation, stress and stress ratio generated by each construction simulation are different, the outer frame sealing, ridge line through, main rod welding, secondary rod welding and construction sequence of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure are determined through a welding test.
10. The lean construction method of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure according to claim 5, wherein when the output information that the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure does not satisfy is that the maximum structural deformation, stress and stress ratio generated by each construction simulation are different, the unloading sequence of the temporary supports is determined through the construction simulation according to the stress deformation characteristics of the large-span suspended ridge hyperbolic inverted-arch diagonal grid structure and in combination with the stress deformation characteristics of the temporary supports.
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