CN118686351A - Construction method of steel structure of venue - Google Patents
Construction method of steel structure of venue Download PDFInfo
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- CN118686351A CN118686351A CN202410801919.4A CN202410801919A CN118686351A CN 118686351 A CN118686351 A CN 118686351A CN 202410801919 A CN202410801919 A CN 202410801919A CN 118686351 A CN118686351 A CN 118686351A
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Abstract
The invention discloses a construction method of a venue steel structure, which comprises the steps of constructing a facade grid steel structure on the periphery of a venue structure main body and constructing a top grid steel structure on the top of the venue structure main body, constructing a string dome steel structure of the venue structure main body, arranging a jacking device in the venue structure main body, gradually jacking the string dome steel structure by stages through the jacking device, and in different jacking stages, extending from the inner side to the outer side for splicing construction, avoiding the position interference of related facilities on the venue structure main body, installing a plurality of lifting devices on the top grid steel structure after the whole string dome steel structure is spliced, and lifting the string dome steel structure to the corresponding height through ropes by the lifting devices to finish the splicing of the string dome steel structure and the top grid steel structure. The invention adopts a construction method of accumulating, jacking, rotating and lifting aiming at the suspended dome structure limited by site conditions, improves construction efficiency and reduces construction safety risks.
Description
Technical Field
The invention relates to the technical field of steel structure construction, in particular to a construction method of a venue steel structure.
Background
At present, the construction of various stadiums is composed of steel structures, the stadiums with the steel structures can reduce noise, the stadiums have excellent sound insulation effects, the steel structures also save a large amount of cost, the stadiums are greatly promoted to be upgraded and transformed, the steel structures are quite firm, the service life of the stadiums is prolonged, the construction cost of the stadiums is reduced, and the service life of the stadiums is prolonged. The stadium is usually a large-span space structure and a space curved surface system, and the steel structure roof has large span and complex mass modeling, so that the pursuit of space, structure and modeling is satisfied by combining the material property of the steel structure and the designed structure system.
The suspended dome is a prestress space structure generated based on the concept of a stretching whole and has the characteristics of reasonable force flow, economic manufacturing cost, attractive effect and the like. The suspended dome structure is also called as a cable-supported net shell structure, is a derivative of the combination of the traditional single-layer or double-layer net shell structure and the cable dome structure, integrates the excellent performances of the single-layer net shell and the cable dome structure, and is a novel hybridization structure formed by replacing the upper layer cable net of the cable dome with the single-layer or double-layer net shell.
At present, the construction technology for the suspended dome is quite perfect, and related technical specifications also define the whole lifting construction technology and the whole jacking construction technology of the suspended dome and put forward some control requirements of the construction technology. The construction of the suspended dome mainly comprises an integral lifting construction method and an integral lifting construction method. The integral lifting construction method comprises the following steps: the structure to be lifted is integrally assembled on the ground or a low elevation platform; the hydraulic lifting facilities and equipment are arranged on the top of the completed concrete frame or the special lifting bracket, so that the influence on civil engineering professional construction is small; the lifting process is stable, the performance of the lifting facility is reliable, and the lifting force is rich and large; the computer synchronous control can realize the fine control of the whole lifting process; the lifting equipment can be expanded and combined, and the lifting weight, the lifting area and the lifting span are not limited by the equipment. The integral jacking construction method comprises the following steps: the hydraulic jack is used as power, the steel structure jacking tower and the jacking frame standard joint are used as carriers, the structure to be jacked is integrally assembled on the ground or a low elevation platform, and then the jacking operation of the hydraulic jack is carried out, the jacking frame standard joint is installed on one section, and the structure to be jacked is jacked to the designed height.
But inside multilayer stand that is equipped with of some venues, the vertical projection in the stand in many regions of string branch dome structure just so can't accomplish the whole back of assembling on ground and promote again, and the security risk of jacking construction is along with the increase of jacking height greatly increased moreover, and construction security risk is great. Therefore, in this case, it is necessary to consider further what method is used for the construction.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to solve the technical problems that: how to provide a construction method of a venue steel structure, which reduces the limited influence of construction sites, reduces the high-altitude work load, saves measure materials and mechanical cost.
In order to solve the technical problems, the invention adopts the following technical scheme:
After a vertical plane grid structure is constructed on the periphery of a venue structure main body and a top grid structure is constructed on the top of the venue structure main body, the construction of the dome steel structure of the venue structure main body is carried out, the construction of the dome steel structure comprises dividing an inner supporting point and an outer supporting point according to the shape of the dome steel structure, an inner jacking device is erected in the venue structure main body according to the position of the inner supporting point, the inner grid structure of the dome is assembled by taking the inner jacking device as the supporting point, the inner grid structure of the dome is jacked up synchronously according to the height by the inner jacking device, the outer grid structure of the dome is assembled by gradually extending outwards from the edge of the inner grid structure of the dome in different jacking stages, when the outer grid structure of the dome extends outwards to the position corresponding to the outer supporting point, the outer grid structure of the dome is erected at the position of the outer supporting point, synchronous jacking operation is carried out simultaneously with the inner jacking device until the whole dome steel structure is completed, the inner grid structure of the dome is jacked up synchronously, and the steel grid structure is assembled to the corresponding steel grid structure by installing a plurality of wire grids at the top of the dome steel structures in stages.
According to the invention, different jacking devices are arranged at different positions according to the field structure in the venue, so that on the ground in the center of the venue, the inner jacking device is firstly erected, the outer net frame of the dome is firstly assembled by using the support of the inner jacking device according to a conventional jacking construction method, then the inner jacking device is used for jacking in stages, the corresponding outer net frame part structure of the dome is gradually spliced outwards from the edge of the outer net frame of the dome in different jacking height stages, and the outer jacking devices are correspondingly arranged for jacking synchronously. Therefore, the construction of the whole suspended dome steel structure can be completed by lifting the outer side net rack of the suspended dome according to the positions of the stand in the venue and the positions of other related facilities and avoiding the interference of the venue facilities. Then remarry the installation of a dome steel structure, in order to avoid the higher and higher jacking height of jacking device, the bigger and bigger security risk that brings adopts the mode of installing a plurality of hoisting device on top rack steel structure, promotes the dome steel structure through the rope, has not only reduced the construction risk like this, simultaneously for jacking construction mode, has improved the efficiency of construction.
And as optimization, carrying out batch tensioning construction of the suspended dome steel structure in the assembling process of the suspended dome steel structure and after the suspended dome steel structure is spliced with the top grid frame steel structure.
Before the construction of the steel structure of the string dome, modeling the steel structure of the string dome through finite element analysis software, establishing a construction simulation analysis model on the basis of a prestress state model, comparing deformation differences with the prestress state model according to numerical simulation analysis results to obtain X, Y, Z deformation values of all nodes of the steel structure of the string dome, adjusting the construction simulation analysis model, re-carrying out construction simulation analysis, re-comparing the deformation differences with the prestress state model according to new numerical simulation analysis results, re-adjusting the calculation analysis model according to the deformation differences until coordinates of all nodes of the steel structure of the string dome obtained in the final step of the numerical simulation analysis are consistent with the coordinates of all nodes of the prestress state model, and finally utilizing the construction simulation analysis model as a blanking and structure lofting reference in the steel structure of the string dome.
The suspended dome structure has three structural forms, namely a zero state, a prestress state and a load state:
(1) Zero state: the zero state is the front state of the guy cable stretching, and actually refers to the processing and lofting state of the component, and is also commonly called as the structural lofting state;
When the cable is stretched, the shape of the single-layer net shell at the upper part of the structure deviates, so that the requirement of a building cannot be met, and therefore, the deformation influence caused by stretching the cable is considered in the process of the upper chord member of the string stretching structure, which is the reason that the string supporting dome structure is required to be defined in a zero state;
(2) Prestress state (initial state): the prestress state is a state that the structure is installed in place after the guy cable is tensioned, and is also commonly called an initial state, and the prestress state is a definite structure appearance in a building construction drawing;
(3) Load state: the load state is an equilibrium state after the external load acts on the initial state structure to deform.
Generally, before the suspended dome member is machined, the zero state of the structure is determined through construction simulation calculation and analysis according to a construction process and a tensioning mode, initial coordinates of all nodes are determined according to the zero state, and the operations such as member machining, lofting size and the like are performed.
As optimization, the inboard jacking device with outside jacking device all includes the support frame body structure that is formed by overlapping the assembly from top to bottom by a plurality of standard festival, have the lift passageway that vertically link up the setting in the standard festival, every standard festival is located the position in its lift passageway and sets up supporting platform respectively, be provided with the supporting seat in the lift passageway in the standard festival that is arranged in the top, the supporting seat supports and arranges in the supporting platform in its standard festival that is arranged in, the top fixedly connected with of supporting seat stretches out the supporting head outside its corresponding standard festival, the below of supporting seat is provided with the jacking seat, be connected with outer support when dismantling on the jacking seat, the jacking seat can be arranged in on the supporting platform that is arranged in any one standard festival of supporting seat below through outer support, the top of jacking seat stretches out and has the telescopic column that can stretch out and draw back along vertically, the top fixed connection of telescopic column drive supporting seat is greater than the interval of two adjacent supporting platforms.
When jacking is needed, the jacking seat is supported and fixed on the corresponding standard section through the installation of the outer supporting piece, then the telescopic column is started to extend upwards, the supporting seat is driven to ascend, and the supporting head is further enabled to jack the structural part above; when the rising height of the supporting seat is larger than the distance between two adjacent supporting platforms, the standard sections can be continuously overlapped and installed between the supporting seat and the existing uppermost standard section, and then the telescopic column is retracted for a certain distance, so that the supporting seat is supported and fixed on the uppermost standard section, the supporting of the supporting seat is completed through the standard section, and meanwhile, the supporting of the upper junction component is completed.
As an optimization, when the inner side jacking device or the outer side jacking device supports the suspended dome steel structure, the inner side jacking device or the outer side jacking device is reinforced and supported according to horizontal deformation generated by acting force applied to the inner side jacking device or the outer side jacking device by the suspended dome steel structure, and the horizontal deformation generated by the inner side jacking device or the outer side jacking device is calculated as follows:
X Final result =X1+X2+……Xi
Wherein X Final result is the total horizontal deformation, and X i is the horizontal deformation of the standard section of the ith section.
When the steel structure of the suspended dome which is not integrally formed is subjected to jacking construction, the steel structure of the suspended dome is arched, and horizontal thrust to the outside can be generated due to self weight, so that the stress of a jacking device is influenced. Aiming at the problems, the invention does not carry out design checking calculation according to the separation of a conventional jacking device and a structure, establishes an integral model of the jacking device and the suspended dome, and can simulate the horizontal thrust action of the suspended dome on the jacking device under the action of dead weight. Meanwhile, as the jacking construction is a process of erecting the jacking device, when each standard section is erected, horizontal deformation generated by horizontal thrust is accumulated to the top end of the jacking device section by section, so that the horizontal deformation of the jacking device is larger. Therefore, when the jacking device is designed, the horizontal deformation of the jacking device is used as an important control index, and the influence of the number of standard joints to be built on the horizontal deformation of the jacking device is considered, and the rigid supporting rods are arranged around the jacking device.
As optimization, in the construction of the vertical-face grid frame steel structure, the vertical-face grid frame steel structure is formed by a plurality of node balls and a structural body which is formed by connecting rod pieces between the two node balls and is arranged in a surrounding manner around a main structure body of a venue, the vertical-face grid frame steel structure is divided into a plurality of layers of annular frame bodies according to the height, the uppermost layer of annular frame bodies are assembled on the ground outside the venue structure cylinder, support rods with corresponding heights are arranged according to the projection positions of the node balls in the annular frame bodies on the ground to support the node balls, and the rod pieces between the node balls are installed until the layer of annular frame bodies are assembled; a plurality of lifting devices are arranged at the top of the column body of the vertical face grid structure at equal intervals along the annular direction of the vertical face grid structure, the lifting devices can lift the uppermost annular frame body through ropes, the uppermost annular frame body is lifted in stages, the supporting of the node balls and the mounting of the rod pieces in each layer of annular frame body are repeated until the assembly of the whole vertical face grid structure is completed, the vertical face grid structure is lifted to the design height, and finally the vertical face grid structure is fixed on the main body of the vertical face grid structure.
Before the construction of the vertical-face grid frame steel structure, a model is established through finite element analysis software to carry out numerical simulation analysis to obtain deformation (X 1,Y1,Z1) generated by each node ball after the construction is completed, and the deformation of each node ball is correspondingly reversely adjusted in the model according to the obtained deformation parameters, so that the adjusted coordinates of each node ball are （X Before adjustment =X After adjustment +X1,Y Before adjustment =Y After adjustment +Y1,Z Before adjustment =Z After adjustment +Z1）,, and in the construction process of the subsequent vertical-face grid frame steel structure, materials are processed and installed according to the adjusted coordinate values of each node ball.
In order to ensure the integral construction precision of the vertical-face grid frame steel structure, numerical simulation of construction of the opposite-face grid frame steel structure is combined, and the construction precision of the structure is controlled by adopting an integral pre-deformation method so as to reduce the influence of construction steps on the deformation of the structure.
As optimization, the lifting device is fixed on the rod piece through a rope to serve as lifting points, the lifting points are equal to the distances between node balls at two ends of the rod piece where the lifting points are located, all the lifting points are located on the same horizontal plane, according to three-dimensional coordinates of all the lifting points, the lifting points are used as a three-dimensional coordinate control reference of a lifting structure, the rod piece between two adjacent lifting points adopts a principle of linear transformation to eliminate errors of the two adjacent lifting points, and an adjustment formula is as follows:
X Before adjustment =X After adjustment +X12*（L1/L12）
Y Before adjustment =Y After adjustment +Y12*（L1/L12）
Z Before adjustment =Z After adjustment +Z12*（L1/L12）
Wherein, X 12、Y12、Z12 is the actual deformation difference generated by two adjacent lifting points, L 1 is the distance from the lifting point to the ball of the adjacent node, and L 12 is the distance between the two adjacent lifting points.
In the lifting construction process of the vertical-face grid frame steel structure, each lifting point is the only boundary of the structure, the lifting point only has vertical constraint on the structure, the structure is an indeterminate structure at the moment, and certain asynchronism exists in each lifting point necessarily, so that the lifted structure is always not in an absolute level, and a certain inclination angle and vertical deformation exist in the structure. Therefore, effective control means are required to reduce the influence of the phenomenon on the structure forming precision in the construction process.
As optimization, a horizontal supporting piece is correspondingly arranged below the lifting position of each rope acting on the annular frame body, and when the annular frame bodies are assembled in stages, the annular frame bodies are respectively and detachably connected to the venue structural main body and the assembled annular frame bodies in an abutting mode through the horizontal supporting piece, so that the annular frame bodies are supported; when the annular frame body is pulled up in stages, the horizontal supporting piece is detached to be connected with the venue structural main body and the annular frame body respectively, so that the annular frame body can be pulled up conveniently.
When the vertical-face grid frame steel structure is lifted, as the lifting points only provide vertical constraint for the structure, the horizontal rigidity of the lifted structure is weaker, and the structure cannot better constrain the horizontal deformation of the structure when being vertically accumulated and assembled and welded, so that the control of the horizontal welding deformation of the structure is particularly important for the structural type precision.
The invention adopts a mode of detachable horizontal rigid support rods to improve the horizontal rigidity of the lifted structure when the lifted structure is assembled, before each vertical accumulation assembly, a detachable rigid support rod is arranged at the lowest end of the corresponding position of each lifting point in advance, one end of the detachable rigid support rod is connected with a buried piece pin shaft arranged on a concrete structure, one end of the detachable rigid support rod is connected with a lifted structure pin shaft, the length of the section of the rigid support rod can be flexibly adjusted to adapt to each accumulation lifting section, the rigid support rod can be detached before each assembly welding according to the detachable rigid support rod, and the rigid support rod is detached after the assembly welding is completed before the lifting. The horizontal rigidity of the lifted structure is greatly improved after the detachable rigidity supporting rod is arranged, and the welding deformation of the structure in vertical accumulated assembly is well controlled.
Compared with the prior art, the invention has the following beneficial effects:
(1) The method can accurately analyze the main influence factors of the deformation of the jacking device of the steel structure of the suspended dome during jacking construction, and analyze the accumulated deformation; the lifting and rotating lifting has good applicability to stadium buildings of the stand and buildings with limited construction sites; when the vertical-face grid frame steel structure is in pulling-up construction, the supporting system of the lifting point can be ensured to have enough safety, the occurrence of larger deformation is reduced, the influence on the structure to be lifted is reduced, and the safety and the final construction quality of the lifting supporting system are ensured;
(2) Compared with the conventional gymnasium steel structure construction method, the method has the advantages of high construction precision, measure material and mechanical cost saving, high-altitude work load reduction, higher safety and the like.
Drawings
FIG. 1 is a schematic side view of a rack inside a suspended dome in the present invention under the lifting of an inside lifting device;
FIG. 2 is a schematic side view of the outer net rack of the suspended dome in the invention under the lifting of an outer lifting device in the extending and assembling process;
FIG. 3 is a schematic side view of the whole suspended dome steel structure in the jacking state after the whole suspended dome steel structure is assembled;
FIG. 4 is a schematic side view of a lifting device of the present invention lifting a suspended dome steel structure to connect with a top grid steel structure;
FIG. 5 is a schematic cross-sectional view of a partially assembled structure of a first layer of annular frames on a vertical-face grid steel structure;
FIG. 6 is a schematic cross-sectional view of the ring-shaped frame of the present invention at a pre-lift stage;
FIG. 7 is a schematic cross-sectional view of the ring-shaped frame of the present invention at a mid-pull-up stage;
FIG. 8 is a schematic cross-sectional view of the ring-shaped frame of the present invention at a later stage of pull-up;
Fig. 9 is a plan view showing the position of the lifting point on the annular frame body in the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention more clear, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. It will be apparent that the described embodiments are some, but not all, embodiments of the invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
As shown in fig. 1 to 4, in the construction method of the venue steel structure in this embodiment, after constructing the facade grid steel structure 1 at the periphery of the venue structure body and constructing the top grid steel structure 2 at the top of the venue structure body, the construction of the dome steel structure 3 of the venue structure body is performed, the construction of the dome steel structure 3 includes dividing the inside supporting point and the outside supporting point according to the shape of the dome steel structure 3, erecting the inside jacking device inside the venue structure body according to the position of the inside supporting point, completing the assembly of the inner grid of the dome by using the inside jacking device as the supporting point, lifting the inner grid of the dome by the inside jacking device in steps, synchronously lifting the inner grid of the dome by steps, and in different lifting stages, gradually extending the outer grid of the dome from the edge of the inner grid of the dome, when the outer side of the dome is outwards extended to the position of the corresponding outside supporting point, erecting the outer grid of the dome by the outside jacking device at the position of the outside supporting point, and simultaneously lifting the inner grid of the dome by the inside jacking device to the inside supporting point, simultaneously lifting the wire grid of the dome by the inside jacking device and the inside grid of the dome steel structure 3 by steps, and installing the wire rope sensor 3 in the steel structure by the corresponding to the lifting device, and the steel structure by the lifting device by a plurality of steps of the steel structures, and the cable lifting device 3 is completed up to the corresponding to the steel structure, and the steel grid structure is lifted by 3.
In the specific embodiment, batch tensioning construction of the suspended dome steel structure 3 is performed in the assembling process of the suspended dome steel structure 3 and after the suspended dome steel structure 3 is spliced with the top grid steel structure 2.
In the assembling process of the suspended dome steel structure 3, a cable rod system is installed from inside to outside in a ring-by-ring manner.
① Measuring the actual required installation lengths of the radial ropes and the ring ropes of each section according to the actual positions of installed net shell nodes on site so as to determine installation deviation, and adjusting the installation lengths of the ring ropes and the radial ropes on the basis of the supply length;
② According to the cable clamp mark on the loop cable and the installation deviation of the actual stay bar, installing the loop cable to the lower end of the stay bar through lifting, fastening high-strength bolts to enable the upper cable clamp and the lower cable clamp to clamp the cable body, and fixing the loop cable on the cable clamp;
③ Radial cables (determined according to the initial deflection amount, the initial configuration of the control cable rods) are symmetrically installed and pre-tensioned.
The radial cable is tensioned in three-stage circulation, and the tensioning overall is tensioned in three-stage circulation according to the construction sequence of the steel structure.
The first stage: before the net shell is assembled and lifted, the radial displacement of the inner two circles of stretching should be controlled.
And a second stage: the net shell is installed, and the initial tension is 90% of the initial tension from the outer ring to the inner ring.
And a third stage: and (3) removing all the jig frames, tensioning all the radial cables from the inner ring to the outer ring, and adjusting the cable force of each ring of radial cable to meet the design requirement.
And the suspended dome structure is accumulated, lifted and constructed, and the tensioning construction of the prestressed cable system is synchronously carried out according to each construction stage of the structure.
In the jacking and lifting processes of the suspended dome structure, the upper single-layer reticulated shell structure is not integrally formed at the moment, boundary constraint points of the structure are jacking points and lifting points, the horizontal rigidity is weak, the boundary conditions are inconsistent with the design state, and the structure is required to be tensioned in real time according to the assembling stage of the single-layer reticulated shell structure at the moment.
In the stage of the construction of accumulating, jacking, rotating and lifting of the suspended dome structure, tensioning construction is based on the principle of controlling deformation of a single-layer reticulated shell and facilitating construction. The radial cable tensioning method is adopted, the tensioning position is positioned at the upper end of the radial cable, and a special tensioning tool is adopted for tensioning the radial cable. The real-time tensioning control in the jacking and lifting stage takes force and shape double control, displacement control as a main part and cable force control as an auxiliary part; the tensioning equipment selects a front clamping type jack, the jack and the oil gauge are verified and calibrated before tensioning, oil pressure gauge reading consistent with the radial inhaul cable tensioning force is calculated according to calibration records, and the actual tensioning force of the jack is controlled according to the reading.
In the specific embodiment, before the construction of the steel structure 3 of the suspended dome, modeling is carried out on the steel structure 3 of the suspended dome through finite element analysis software, a construction simulation analysis model is built on the basis of a prestress state model, the deformation difference between the construction simulation analysis model and the prestress state model is compared according to a numerical simulation analysis result, X, Y, Z deformation values of all nodes of the steel structure 3 of the suspended dome are obtained, the construction simulation analysis model is adjusted, construction simulation analysis is carried out again, the deformation difference between the construction simulation analysis model and the prestress state model is compared again according to a new numerical simulation analysis result, the calculation analysis model is readjusted according to the deformation difference until the coordinates of all the nodes of the steel structure 3 of the suspended dome, obtained in the final step of the numerical simulation analysis, are consistent with the coordinates of all the nodes of the prestress state model, and finally the construction simulation analysis model is used as a blanking and structure lofting reference in the steel structure 3 of the suspended dome.
In this embodiment, inboard jacking device with outside jacking device all includes the support frame body structure that is in the same place by overlapping from top to bottom by a plurality of standard festival, have the lift passageway that vertically link up the setting in the standard festival, every standard festival is located the position that its lift was said and is set up supporting platform respectively, be provided with the supporting seat in the lift passageway that is arranged in the standard festival of top, the supporting seat supports and places on the supporting platform in its standard festival that locates, the top fixedly connected with of supporting seat stretches out the supporting head outside its corresponding standard festival, the below of supporting seat is provided with the jacking seat, be connected with outer support when dismantling on the jacking seat, the jacking seat can be arranged in on the supporting platform that is arranged in any one standard festival of supporting seat below through outer support, the top of jacking seat stretches out and has the telescopic column that can stretch out and draw back along vertically, the top fixed connection of telescopic column is in the bottom of supporting seat, the maximum stroke that the upward movement of telescopic column drive supporting seat is greater than the interval of two adjacent supporting platforms.
In this embodiment, when the inner side jacking device or the outer side jacking device supports the suspended dome steel structure 3, the inner side jacking device or the outer side jacking device is reinforced and supported according to horizontal deformation generated by acting force applied to the inner side jacking device or the outer side jacking device by the suspended dome steel structure 3, and the horizontal deformation generated by the inner side jacking device or the outer side jacking device is calculated as the following formula:
X Final result =X1+X2+……Xi
Wherein X Final result is the total horizontal deformation, and X i is the horizontal deformation of the standard section of the ith section.
As shown in fig. 5 to 8, in the construction of the vertical-face grid steel structure 1, in this embodiment, the vertical-face grid steel structure 1 is a structure body formed by a plurality of node balls 4 and rod pieces 5 for connecting between the two node balls 4 and looped around a venue structure main body, the vertical-face grid steel structure 1 is divided into a plurality of layers of annular frame bodies according to the height, the uppermost layer of annular frame bodies are assembled on the ground outside the venue structure column body first, the node balls 4 are supported by supporting rods with corresponding heights according to the projection positions of the node balls 4 in the annular frame body on the ground, and the rod pieces 5 between the node balls 4 are installed until the layer of annular frame bodies are assembled; a plurality of lifting devices are arranged at the top of the column body of the vertical face grid structure at equal intervals along the annular direction of the vertical face grid structure, the lifting devices can lift the uppermost annular frame body through ropes, the annular frame body at the uppermost side is lifted in stages, the support of the node balls 4 and the installation of the rod pieces 5 in each layer of annular frame body are repeated until the whole vertical face grid structure 1 is assembled and the vertical face grid structure is lifted to the design height, and finally the vertical face grid structure 1 is fixed on the main body of the vertical face grid structure.
In this embodiment, before the construction of the vertical-face grid structure 1, a finite element analysis software is used to build a model to perform numerical simulation analysis on the vertical-face grid structure 1, so as to obtain deformation (X 1,Y1,Z1) generated by each node ball 4 after the construction is completed, and according to the obtained deformation parameters, the deformation of each node ball 4 is correspondingly reversely adjusted in the model, so that the adjusted coordinates of each node ball 4 are （X Before adjustment =X After adjustment +X1,Y Before adjustment =Y After adjustment +Y1,Z Before adjustment =Z After adjustment +Z1）,, and in the construction process of the subsequent vertical-face grid structure 1, materials are processed and installed according to the adjusted coordinate values of each node ball 4.
As shown in fig. 9, in this embodiment, the lifting device is fixed on the rod 5 through a rope to serve as lifting points 6, the distances between the lifting points 6 and the node balls 4 at two ends of the rod 5 are equal, all the lifting points 6 are located on the same horizontal plane, according to the three-dimensional coordinates of all the lifting points 6, the three-dimensional coordinates are used as a three-dimensional coordinate control reference of the lifting structure, the rod 5 between two adjacent lifting points 6 adopts a principle of linear transformation to eliminate errors of the two adjacent lifting points 6, and the adjustment formula is as follows:
X Before adjustment =X After adjustment +X12*（L1/L12）
Y Before adjustment =Y After adjustment +Y12*（L1/L12）
Z Before adjustment =Z After adjustment +Z12*（L1/L12）
Wherein, X 12、Y12、Z12 is the actual deformation difference generated by two adjacent pull-up points 6, L 1 is the distance from the pull-up point 6 to the adjacent node ball 4, and L 12 is the distance from two adjacent pull-up points 6.
The three-dimensional coordinate control and correction method is adopted, and has a good effect on controlling the structural deformation generated by the boundary characteristics of the lifting structure and the asynchronous lifting in the lifting process of the structure.
In the specific embodiment, a horizontal supporting piece is correspondingly arranged below the lifting position of each rope acting on the annular frame body, and when the annular frame bodies are assembled in stages, the annular frame bodies are respectively and detachably connected to the venue structural main body and the assembled annular frame bodies in a butt joint manner through the horizontal supporting piece to support the annular frame bodies; when the annular frame body is pulled up in stages, the horizontal supporting piece is detached to be connected with the venue structural main body and the annular frame body respectively, so that the annular frame body can be pulled up conveniently.
Finally, it should be noted that the above embodiments are only for illustrating the technical solution of the present invention and not for limiting the technical solution, and those skilled in the art should understand that modifications and equivalents may be made to the technical solution of the present invention without departing from the spirit and scope of the present invention, and all such modifications and equivalents are included in the scope of the claims.
Claims (9)
1. The construction method of the venue steel structure comprises the steps of constructing a vertical-face grid steel structure on the periphery of a venue structural body and constructing a top grid steel structure on the top of the venue structural body, and then constructing a suspended dome steel structure of the venue structural body, and is characterized in that: the construction of the steel structure of the suspended dome comprises dividing an inner supporting point and an outer supporting point according to the shape of the steel structure of the suspended dome, erecting an inner jacking device in the inner part of a structural body of the venue according to the position of the inner supporting point, completing the assembly of an inner net frame of the suspended dome by taking the inner jacking device as the supporting point, jacking the inner net frame of the suspended dome by the inner jacking device in a height-stage synchronous mode, gradually and outwards extending and assembling an outer net frame of the suspended dome by the edge of the inner net frame of the suspended dome in different jacking stages, erecting an outer net frame of the suspended dome at the position of the outer supporting point when the outer net frame of the suspended dome is outwards extended and constructed to the position corresponding to the outer supporting point, simultaneously carrying out a stage synchronous jacking operation with the inner jacking device until the assembly of the steel structure of the whole suspended dome is completed, installing a plurality of lifting devices on the steel structure of the suspended dome, and completing the assembly of the steel structure of the suspended dome by lifting devices.
2. The construction method of a venue steel structure according to claim 1, wherein: and carrying out batch tensioning construction on the steel structure of the suspended dome in the assembling process of the steel structure of the suspended dome and after the steel structure of the suspended dome is spliced with the steel structure of the top net frame.
3. The construction method of the steel structure of the venue according to claim 2, wherein: before the construction of the steel structure of the suspended dome, modeling the steel structure of the suspended dome through finite element analysis software, establishing a construction simulation analysis model on the basis of a prestress state model, comparing deformation differences with the prestress state model according to numerical simulation analysis results to obtain X, Y, Z deformation values of all nodes of the steel structure of the suspended dome, adjusting the construction simulation analysis model, re-carrying out construction simulation analysis, re-comparing the deformation differences with the prestress state model according to new numerical simulation analysis results, re-adjusting the calculation analysis model according to the deformation differences until coordinates of all nodes of the steel structure of the suspended dome obtained in the final step of the numerical simulation analysis are consistent with the coordinates of all nodes of the prestress state model, and finally utilizing the construction simulation analysis model as a blanking and structure lofting reference in the steel structure of the suspended dome.
4. The construction method of a venue steel structure according to claim 1, wherein: the inner side jacking device with the support frame body structure that outside jacking device all formed by overlapping the assembly from top to bottom by a plurality of standard festival, have the lift passageway that vertically link up the setting in the standard festival, the position that every standard festival is located its lift passageway sets up supporting platform respectively, be provided with the supporting seat in the lift passageway that is arranged in the standard festival of top, the supporting seat supports and arranges in the supporting platform in its standard festival that locates, the top fixedly connected with of supporting seat stretches out the supporting head outside its corresponding standard festival, the below of supporting seat is provided with the jacking seat, be connected with outer support when dismantling on the jacking seat, the jacking seat can be supported and be arranged in on the supporting platform who is arranged in any one standard festival of supporting seat below through outer support, the top of jacking seat stretches out and has the telescopic column that can stretch out and draw back along vertically, the top fixed connection of telescopic column drives the top travel of supporting seat and is greater than the interval of two adjacent supporting platforms.
5. The construction method of the steel structure of the venue as claimed in claim 4, wherein: when the inner side jacking device or the outer side jacking device supports the suspended dome steel structure, the inner side jacking device or the outer side jacking device is reinforced and supported according to horizontal deformation generated by acting force applied to the inner side jacking device or the outer side jacking device by the suspended dome steel structure, and the horizontal deformation generated by the inner side jacking device or the outer side jacking device is calculated according to the following formula:
X Final result =X1+X2+……Xi
Wherein X Final result is the total horizontal deformation, and X i is the horizontal deformation of the standard section of the ith section.
6. The construction method of a venue steel structure according to claim 1, wherein: in the construction of a vertical-face grid frame steel structure, the vertical-face grid frame steel structure is formed by a plurality of node balls and a structural body which is formed by connecting rod pieces between the two node balls and is arranged in a surrounding manner around a stadium structural body in a surrounding manner, the vertical-face grid frame steel structure is divided into a plurality of layers of annular frame bodies according to the height, the uppermost layer of annular frame bodies are assembled on the ground outside a stadium structural column body at first, the node balls are supported by supporting rods with corresponding heights according to the projection positions of the node balls in the annular frame bodies on the ground, and the rod pieces between the node balls are installed until the layer of annular frame bodies are assembled; a plurality of lifting devices are arranged at the top of the column body of the vertical face grid structure at equal intervals along the annular direction of the vertical face grid structure, the lifting devices can lift the uppermost annular frame body through ropes, the uppermost annular frame body is lifted in stages, the supporting of the node balls and the mounting of the rod pieces in each layer of annular frame body are repeated until the assembly of the whole vertical face grid structure is completed, the vertical face grid structure is lifted to the design height, and finally the vertical face grid structure is fixed on the main body of the vertical face grid structure.
7. The construction method of the steel structure of the venue as claimed in claim 6, wherein: before the construction of the vertical-face grid frame steel structure, a model is built through finite element analysis software to carry out numerical simulation analysis on the vertical-face grid frame steel structure, deformation (X 1,Y1,Z1) generated by each node ball after the construction is completed is obtained, the deformation of each node ball is correspondingly reversely adjusted in the model according to the obtained deformation parameters, so that the adjusted coordinates of each node ball are （X Before adjustment =X After adjustment +X1,Y Before adjustment =Y After adjustment +Y1,Z Before adjustment =Z After adjustment +Z1）,, and in the subsequent construction process of the vertical-face grid frame steel structure, materials are processed and installed according to the adjusted coordinate values of each node ball.
8. The construction method of the steel structure of the venue as claimed in claim 6, wherein: the lifting device is fixed on the rod piece through a rope to serve as lifting points, the lifting points are equal to the distances between node balls at two ends of the rod piece, all the lifting points are located on the same horizontal plane, according to three-dimensional coordinates of all the lifting points, the lifting points serve as three-dimensional coordinate control references of a lifting structure, the rod piece between two adjacent lifting points adopts a principle of linear transformation to eliminate errors of the two adjacent lifting points, and an adjustment formula is as follows:
X Before adjustment =X After adjustment +X12*（L1/L12）
Y Before adjustment =Y After adjustment +Y12*（L1/L12）
Z Before adjustment =Z After adjustment +Z12*（L1/L12）
Wherein, X 12、Y12、Z12 is the actual deformation difference generated by two adjacent lifting points, L 1 is the distance from the lifting point to the ball of the adjacent node, and L 12 is the distance between the two adjacent lifting points.
9. The construction method of the steel structure of the venue as claimed in claim 6, wherein: a horizontal supporting piece is correspondingly arranged below the lifting position of the annular frame body acted by each rope, and the horizontal supporting piece is respectively and detachably connected to the venue structural main body and the annular frame body which is assembled in a butting manner in the assembling process of the annular frame bodies in stages to support the annular frame bodies; when the annular frame body is pulled up in stages, the horizontal supporting piece is detached to be connected with the venue structural main body and the annular frame body respectively, so that the annular frame body can be pulled up conveniently.
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| CN202410801919.4A CN118686351A (en) | 2024-06-20 | 2024-06-20 | Construction method of steel structure of venue |
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