CN110765545B - Lifting system of hangar steel grid structure and modeling analysis method - Google Patents
Lifting system of hangar steel grid structure and modeling analysis method Download PDFInfo
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- CN110765545B CN110765545B CN201911188130.1A CN201911188130A CN110765545B CN 110765545 B CN110765545 B CN 110765545B CN 201911188130 A CN201911188130 A CN 201911188130A CN 110765545 B CN110765545 B CN 110765545B
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Abstract
A lifting system of a hangar steel grid structure and a modeling analysis method comprise a door head support frame and a hall support frame; the two door head supporting frames are positioned on the left side and the right side of a door of the hangar, the distance between the door head supporting frame and the longitudinal side face of one side, corresponding to the hangar, of the hangar is 8-12 m, and the distance between the door head supporting frame and the front side face of the hangar is 4-5 m; the top of the door head support frame is provided with a first lifting device; the hall supporting frames are arranged in a group and are arranged at intervals along the left side line, the rear side line and the right side line of the hangar; the hall support frames positioned on the left side and the right side of the hangar are longitudinally aligned with the two door head support frames respectively, and the hall support frames on the left side and the right side are arranged in a one-to-one correspondence manner; the hall supporting frames arranged along the rear side edge line of the hangar are arranged in an arc shape; and a second lifting device is arranged at the top of the door head supporting frame. The invention solves the technical problems that the rod piece is bent and deformed in the lifting process of the hangar steel grid structure, the grid frame is easy to overturn and engineering accidents are caused.
Description
Technical Field
The invention belongs to the field of construction engineering construction, and particularly relates to a lifting system of a hangar steel grid structure and a modeling analysis method.
Background
A north-region hangar and an auxiliary building of the first-stage project of a project maintenance and special vehicle maintenance region adopt steel structure net rack roof, and adopt a construction method of ground assembly and one-time integral lifting. Because hangar steel mesh frame span is big, and the structure atress is inhomogeneous, and whole steel mesh frame construction, uninstallation in-process, local component probably produces great stress and meeting an emergency, and the compression pole overstress causes stability not enough. The rod overstress generally takes place in hoisting point position or adjacent department, and in case the overstress phenomenon appears in the steel construction rack, light then makes the rod bending deformation, and the rack topples then appears in the heavy time, causes the construction incident. Therefore, according to the actual conditions of the engineering, multi-party demonstration is needed, various domestic approved general software is adopted, the overall process integrated simulation analysis is carried out on the overall lifting, unloading and dismantling of the temporary supports of the grid structure, the changes of the internal force and displacement of the structure in each construction state in the whole construction process are analyzed, and the safety of the construction process is ensured.
Disclosure of Invention
The invention aims to provide a lifting system and a modeling analysis method of a steel grid structure of a hangar, and aims to solve the technical problems that rod pieces are bent and deformed, a grid is easy to overturn and engineering accidents are caused in the lifting process of the steel grid structure of the hangar.
In order to achieve the purpose, the invention adopts the following technical scheme.
A lifting system of a hangar steel grid structure is used for lifting the hangar steel grid structure to be constructed; comprises a door head supporting frame and a hall supporting frame; the two door head supporting frames are respectively arranged in the hangar and positioned at the left side and the right side of a door of the hangar, the distance between the door head supporting frame and the longitudinal side surface of the corresponding side of the hangar is 8-12 m, and the distance between the door head supporting frame and the front side surface of the hangar is 4-5 m; the top of the door head support frame is provided with a first lifting device; the hall support frames are arranged in a group and are arranged at intervals along the left side line, the rear side line and the right side line of the hangar, and the distance between the adjacent hall support frames is 25-35 m; the hall support frames positioned on the left side and the right side of the hangar are longitudinally aligned with the two door head support frames respectively, and the hall support frames on the left side and the right side are arranged in a one-to-one correspondence manner; the hall supporting frames arranged along the rear side edge line of the hangar are arranged in an arc shape; and a second lifting device is arranged at the top of each door head supporting frame.
Preferably, the door head support frame comprises a first upright post, a first platform frame, a first connecting beam and a first platform beam; four first upright posts are arranged in a rectangular shape; the four first platforms are correspondingly connected to the tops of the four first upright posts, and each first platform is in a cross shape; the two first connecting beams are respectively arranged between two transversely adjacent first stand columns, and two ends of each first connecting beam are respectively connected to the first platform frame at the tops of the first stand columns; the first platform beam is connected between the tops of the two first connecting beams.
Preferably, the first lifting device comprises a first jack, a first steel wire rope and a first bracket; four first jacks are arranged on the first platform beam at intervals; the first steel wire ropes are provided with four bundles and correspondingly connected to four first jacks; the first bracket is connected to the bottoms of the four first steel wire ropes and comprises a first bottom plate, a first top plate, a first vertical connecting plate and a first sleeve; a first through hole which penetrates through the first steel wire rope is formed in the first top plate; a second through hole which penetrates through the first steel wire rope is formed in the first bottom plate; the first sleeve is vertically connected between the first bottom plate and the first top plate and corresponds to the positions of the first through hole and the second through hole; the first vertical connecting plate is connected between the adjacent first sleeves; a first supporting and connecting groove for supporting and connecting a spherical node of a steel mesh frame structure of the hangar is arranged in the middle of the top of the first top plate; the lower end of the first steel wire rope penetrates through the first sleeve and is connected with the first bracket.
Preferably, the hall support frame comprises a second upright post, a second platform frame and a second platform beam; the two second upright columns are arranged at intervals along the direction parallel to the side line of the corresponding side of the hangar; the second platform frame is connected to the top of the second upright post; the second platform beam is connected between the two second upright posts, and two ends of the second platform beam are respectively connected to the second platform frame at the tops of the second upright posts.
Preferably, the second lifting device comprises a second jack, a second steel wire rope and a second bracket; two second jacks are arranged on the second platform beam at intervals; the second steel wire ropes are provided with two beams which are correspondingly connected to the two second jacks; the second bracket is connected to the bottoms of the two second steel wire ropes and comprises a second bottom plate, a second top plate, a second vertical connecting plate and a second sleeve; a first through hole penetrating through the second steel wire rope is formed in the second top plate; a second through hole penetrating through a second steel wire rope is formed in the second bottom plate; the second sleeve is vertically connected between the second bottom plate and the second top plate and corresponds to the first through hole and the second through hole; the second vertical connecting plate is connected between the adjacent second sleeves; a second supporting and connecting groove for supporting and connecting the spherical node of the steel net rack structure of the hangar is arranged in the middle of the top of the second top plate; the lower end of the second steel wire rope penetrates through the second sleeve and is connected with the second bracket.
A modeling analysis method of a hoisting system of a hangar steel grid structure comprises the following steps.
Step one, establishing a lifting system model by using software.
Step two, arranging lifting points in the model: the lifting points are respectively arranged on the left side and the right side of the hangar gate, and the lifting points are arranged at intervals along the left side line, the rear side line and the right side line at positions close to the left side surface, the rear side surface and the right side surface of the hangar.
And step three, installing door head supporting frames at lifting points on the left side and the right side of the hangar door, and installing hall supporting frames at the lifting points close to the left side surface, the rear side surface and the right side surface of the hangar.
Step four, assembling the hangar steel grid structure on the ground in the model: the hangar steel grid structure is formed by splicing a group of steel grid assembly units.
Step five, installing a lifting system in place, inputting load data in finite element software according to a construction drawing of the hangar steel grid structure, carrying out lifting simulation, and carrying out first trial lifting on the hangar steel grid structure: the height of the first trial lifting is not less than 400mm, the first trial lifting is not less than 1 hour of stillness, and the deformation conditions of the lifting system and the hangar steel grid structure are monitored in real time during the stillness period.
And step six, if the monitoring condition in the step five is normal, starting formal lifting.
And step seven, after the lifting is finished, folding the steel net rack structure of the hangar and the surrounding vertical supports.
Step eight, unloading the hangar steel grid structure: and unloading by adopting a method of gradually reducing the load of the hydraulic jack.
And step nine, obtaining the lifting counter force of each lifting point under each working condition in the hangar steel grid structure lifting process through software, and obtaining the lifting counter force under the lifting, folding and unloading working conditions within a safety range.
Step ten, analyzing and obtaining a rod piece with unfavorable stress in the hangar steel grid structure: the unfavorable bar member of atress includes the stress ratio surpasses the bar member of 1.0, the bar member of internal force greater than 250MPa, the bar member of internal force variation sign, the bar member of the biggest promotion counter-force, the bar member of the biggest displacement and the bar member of the biggest stress.
Step eleven, rod replacement is carried out: and replacing the rod piece which is not stressed in the step ten.
And step twelve, repeating the processes from the step one to the step eleven until the stress of all the rod pieces meets the specification requirement.
Preferably, the deformation conditions of the lifting system and the hangar steel grid structure are monitored in real time during the static period in the fifth step, if the internal force of all the rods in the hangar steel grid structure is less than 250MPa and the stress ratio is less than 1.0, formal lifting in the sixth step is started, the formal lifting is lifted to the design elevation at the speed of not more than 3m/h, and then the lifting system is locked.
Preferably, the unloading in the step eight is sequentially graded according to 5mm, 10mm, 20mm and 30 mm; when the grading is larger than 10mm, unloading at each stage is carried out step by step according to 10 mm; the time interval between two adjacent unloading steps is not less than two hours, and the time interval between two adjacent unloading steps is not less than 10 minutes.
Preferably, the safety range in the ninth step is as follows: the maximum lifting force of the rod at the lifting point of the door head supporting frame is less than 310t, and the maximum lifting force of the rod at the lifting point of the hall supporting frame is less than 160t.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. The modeling analysis method of the lifting system utilizes professional computing software, reasonably reinforces the steel grid structure of the hangar through accurate computation, and reasonably designs and computes the lifting system so as to control the deformation of the steel grid structure of the hangar in the lifting process, thereby meeting the requirements of the steel grid structure of the hangar in the aspects of design specification, construction quality acceptance specification, strength, rigidity, stability and the like of the steel grid structure of the hangar, and ensuring the smooth operation of the whole construction.
2. The modeling analysis method adopts finite element software MIDAS to carry out simulation analysis, selects the rod piece with larger stress in the calculation result as a monitoring object, and arranges monitoring points at the same positions on the left side and the right side of the rod piece, thereby ensuring the reliability of monitoring data.
3. The method adopts a modeling analysis method to simulate the lifting process of the hangar steel grid structure, furthest ensures the stress characteristic of the structure, avoids large-scale rod adjustment or reinforcement caused by overlarge stress change in the actual construction process, reduces the cost increase caused by the rod adjustment in the actual construction, reduces the installation and dismantling work of reinforcement measures, and shortens the construction period and the labor cost; meanwhile, the invention has good guarantee on the safety and reliability of the actual construction of the hangar steel grid structure by carrying out simulation analysis on the lifting process of the structure.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic plan view showing the arrangement of the doorhead support frame and the hall support frame in the present invention.
Fig. 2 is a schematic perspective view of the arrangement of the door head support frame and the hall support frame in the invention.
Fig. 3 is a schematic plan view of the second jack of the present invention installed on the hall support frame.
Fig. 4 is a schematic plan view of the first jack of the present invention disposed on the door head support frame.
Fig. 5 is a schematic perspective view of the first jack of the present invention disposed on the door head support frame.
Fig. 6 is a schematic perspective view of the hall supporting frame with the second jack of the present invention.
Fig. 7 is a schematic view of the second bracket of the present invention being supported at the bottom of the spherical node of the steel truss structure of the hangar.
Fig. 8 is a schematic structural view of the first bracket of the present invention.
Fig. 9 is a schematic structural view of a second bracket according to the present invention.
Reference numerals: the steel wire frame structure comprises a steel wire frame structure of a hangar 1, a door head support frame 2, a first upright post 2.1, a first platform frame 2.2, a first connecting beam 2.3, a first platform beam 2.4, a hall support frame 3, a second upright post 3.1, a second platform frame 3.2, a second platform beam 3.3, a hangar 4, a jack 5, a first steel wire rope 6, a first bracket 7, a first bottom plate 7.1, a first top plate 7.2, a first vertical connecting plate 7.3, a first sleeve 7.4, a first supporting groove 7.5, a first perforation 8, a second perforation 9, a second perforation 10, a second jack 11, a second steel wire rope 12, a second bracket 12.1, a second bottom plate 12.2, a second top plate 12.3, a second vertical connecting plate 12.4, a second sleeve 12.5, a second through hole 13 and a second through hole 14.
Detailed Description
As shown in fig. 1 to 9, the lifting system of the hangar steel grid structure is used for lifting the hangar steel grid structure 1 to be constructed; comprises a door head supporting frame 2 and a hall supporting frame 3; the two door head supporting frames 2 are respectively arranged in the hangar 4 and positioned at the left side and the right side of a door of the hangar, the distance between the door head supporting frame 2 and the longitudinal side face of one side corresponding to the hangar 4 is 8-12 m, and the distance between the door head supporting frame 2 and the front side face of the hangar 4 is 4-5 m; the top of the door head support frame 2 is provided with a first lifting device; the hall support frames 3 are arranged in a group at intervals along the left side line, the rear side line and the right side line of the hangar 4, and the distance between the adjacent hall support frames 3 is 25-35 m; the hall support frames 3 positioned on the left side and the right side of the hangar 4 are respectively longitudinally aligned with the two door head support frames 2, and the hall support frames 3 on the left side and the right side are arranged in a one-to-one correspondence manner; the hall support frames 3 arranged along the rear side line of the hangar 4 are arranged in an arc shape, and the circle center of the circle where the arc line is located on one side of the hall of the hangar; and a second lifting device is arranged at the top of each door head support frame 2.
In this embodiment, the hangar steel grid structure 1 is a roof steel grid structure of the hangar 4.
In this embodiment, the door head support frame 2 includes a first upright post 2.1, a first platform frame 2.2, a first connecting beam 2.3 and a first platform beam 2.4; four first upright posts 2.1 are arranged in a rectangular shape; the first platforms 2.2 are four and correspondingly connected to the tops of the four first upright posts 2.1, and each first platform 2.2 is in a cross shape; two first connecting beams 2.3 are respectively arranged between two transversely adjacent first upright columns 2.1, and two ends of each first connecting beam 2.3 are respectively connected to the first platform frame 2.2 at the top of each first upright column 2.1; the first platform beam 2.4 is connected between the tops of the two first connecting beams 2.3.
In this embodiment, the first upright column 2.1 is a stiff column, and the horizontal section size of the door head support frame 2 is 3000mm × 2500mm.
In this embodiment, the first lifting device includes a first jack 5, a first steel wire rope 6, and a first bracket 7; four first jacks 5 are arranged on the first platform beam 2.4 at intervals; four first steel wire ropes 6 are correspondingly connected to the four first jacks 5; the first bracket 7 is connected to the bottoms of the four first steel wire ropes 6 and comprises a first bottom plate 7.1, a first top plate 7.2, a first vertical connecting plate 7.3 and a first sleeve 7.4; a first through hole 8 which penetrates through the first steel wire rope 6 is formed in the first top plate 7.2; a second through hole 9 which penetrates through the first steel wire rope 6 is formed in the first bottom plate 7.1; the first sleeve 7.4 is vertically connected between the first bottom plate 7.1 and the first top plate 7.2 at the positions corresponding to the first through hole 8 and the second through hole 9; the first vertical connecting plates 7.3 are connected between the adjacent first sleeves 7.4; a first supporting and connecting groove 7.5 for supporting and connecting a spherical node of the hangar steel grid structure 1 is formed in the middle of the top of the first top plate 7.2; the lower end of the first steel wire rope 6 penetrates through the first sleeve 7.4 and is connected with the first bracket 7, and the first bracket 7 is driven to ascend by the first jack 5 so as to drive the hangar steel grid structure 1 to ascend.
In this embodiment, vertical seams for conveniently installing the first steel wire rope 6 are respectively formed on the left side and the right side of the first bracket 7; the first steel cable 6 at the very edge is inserted into the first sleeve 7.4 from the vertical seam.
In this embodiment, the hall support frame 3 includes a second upright column 3.1, a second platform frame 3.2 and a second platform beam 3.3; two second upright posts 3.1 are arranged at intervals along the direction parallel to the side line of one side corresponding to the machine base 4; the second platform frame 3.2 is connected to the top of the second upright post 3.1; the second platform beam 3.3 is connected between the two second upright posts 3.1, and two ends of the second platform beam 3.3 are respectively connected to the second platform frame 3.2 at the top of the second upright posts 3.1.
In this embodiment, a platform plate is disposed on the top of the second platform frame 3.2; and two ends of the second platform beam 3.3 are respectively connected to the top of the platform plate.
In this embodiment, the second upright column 3.1 is a stiff column, and the horizontal section of the hall support frame 3 has a size of 1500mm × 1000mm.
In this embodiment, the second lifting device includes a second jack 10, a second steel wire rope 11 and a second bracket 12; two second jacks 10 are arranged on the second platform beam 3.3 at intervals; two second steel wire ropes 11 are correspondingly connected to the two second jacks 10; the second bracket 12 is connected to the bottoms of the two second steel wire ropes 11 and comprises a second bottom plate 12.1, a second top plate 12.2, a second vertical connecting plate 12.3 and a second sleeve 12.4; a first through hole 13 penetrating through the second steel wire rope 11 is formed in the second top plate 12.2; a second through hole 14 penetrating through a second steel wire rope 11 is formed in the second bottom plate 12.1; the second sleeve 12.4 is vertically connected between the second bottom plate 12.1 and the second top plate 12.2 at the position corresponding to the first through hole 13 and the second through hole 14; the second vertical connecting plates 12.3 are connected between adjacent second sleeves 12.4; a second supporting and connecting groove 12.5 for supporting and connecting a spherical node of the hangar steel grid structure 1 is formed in the middle of the top of the second top plate 12.2; the lower end of the second cable 11 passes through the second sleeve 12.4 and is connected to the second bracket 12.
In this embodiment, vertical seams for conveniently installing the second steel wire rope 11 are respectively formed at the left and right sides of the second bracket 12; the endmost second steel cord 11 is embedded in the second sleeve 12.4 from the vertical seam.
In this embodiment, the top of the first supporting and connecting groove 7.5 is a concave curved surface adapted to the spherical surface of the spherical node of the hangar steel grid structure 1; the top of the second supporting and connecting groove 12.5 is a concave curved surface which is adaptive to the spherical surface of the spherical node of the hangar steel grid structure 1.
The hangar steel spatial grid structure 1 of this embodiment promotes the process degree of difficulty very big, promote the system and promote the construction simulation and adopt finite element software MIDAS to carry out simulation analysis, the great member of stress is regarded as the monitoring object in the selection computational result, the monitoring point is arranged at the member left and right sides same position, in construction, unload the in-process and carry out real-time supervision, through accurate calculation, carry out reasonable reinforcement to the structure, and carry out reasonable design to promoting the system frock operation, calculate, in order to reduce the construction deformation, satisfy the rack design standard, construction quality acceptance standard and rack self intensity, rigidity, the requirement in aspects such as stability, in time feed back to the master control platform, in order to guarantee going on smoothly of whole construction.
The modeling analysis method of the lifting system of the hangar steel grid structure comprises the following steps.
Step one, establishing a lifting system model by using software.
Step two, arranging lifting points in the model: the lifting points are respectively arranged at the left side and the right side of the hangar gate, and the lifting points are arranged at intervals along the left side line, the rear side line and the right side line at positions close to the left side surface, the rear side surface and the right side surface of the hangar 4.
And step three, installing door head supporting frames 2 at lifting points on the left side and the right side of the hangar door, and installing hall supporting frames 3 at the lifting points close to the left side, the rear side and the right side of the hangar 4.
Step four, assembling the hangar steel net rack structure 1 on the ground in the model: the hangar steel grid structure 1 is formed by splicing a group of steel grid splicing units.
Step five, installing a lifting system in place, inputting load data according to a construction drawing of the hangar steel grid structure 1 in finite element software, carrying out lifting simulation, and carrying out first trial lifting on the hangar steel grid structure 1: the height of the first trial lifting is not less than 400mm, the first trial lifting is not less than 1 hour of stillness, and the deformation conditions of the lifting system and the hangar steel grid structure 1 are monitored in real time during the stillness period.
And step six, if the monitoring condition in the step five is normal, starting formal lifting.
And step seven, after the lifting is finished, folding the hangar steel grid structure 1 and the surrounding vertical supports.
Step eight, unloading the hangar steel grid structure 1: and unloading by adopting a method of gradually reducing the load of the hydraulic jack.
And step nine, obtaining the lifting counter force of each lifting point under each working condition in the lifting process of the hangar steel grid structure 1 through software, and obtaining the lifting counter force under the working conditions of lifting, folding and unloading within a safety range.
Step ten, analyzing to obtain the rod piece with unfavorable stress in the hangar steel grid structure 1: the unfavorable bar member of atress includes the stress ratio surpasses the bar member of 1.0, the bar member of internal force greater than 250MPa, the bar member of internal force variation sign, the bar member of the biggest promotion counter-force, the bar member of the biggest displacement and the bar member of the biggest stress.
Step eleven, rod replacement is carried out: and replacing the rod piece which is not stressed in the step ten.
And step twelve, repeating the processes from the step one to the step eleven until the stress of all the rod pieces meets the specification requirement.
In this embodiment, the deformation conditions of the hoisting system and the hangar steel grid structure 1 are monitored in real time during the static period in the fifth step, if the internal force of all the rods in the hangar steel grid structure 1 is less than 250MPa and the stress ratio is less than 1.0, formal hoisting in the sixth step is started, the formal hoisting is carried out at a speed of not more than 3m/h to a design elevation, and then the hoisting system is locked.
In the embodiment, in the step eight, the unloading is sequentially carried out according to the grading unloading of 5mm, 10mm, 20mm and 30 mm; when the grading is larger than 10mm, unloading at each stage is carried out step by step according to 10 mm; the time interval between two adjacent unloading steps is not less than two hours, and the time interval between two adjacent unloading steps is not less than 10 minutes.
In this embodiment, the safety range in the ninth step is as follows: the maximum lifting force of the rod at the lifting point of the door head support frame 2 is less than 310t, and the maximum lifting force of the rod at the lifting point of the hall support frame 3 is less than 160t.
In the second step, the positions and the number of the lifting points are as close as possible to the stress state of the lifting points when the lifting points are used; meanwhile, the lifting points are set under the most economic condition, so that the stability of the hangar steel grid structure 1 during lifting is ensured, the hangar steel grid structure 1 is not greatly deformed, and the subsequent construction is not influenced; the net rack is integrally supported by the stiff columns on three sides on the plane, and lifting points on the three sides need to move into a hall as the stiff columns are constructed in advance; and because the door head net rack part of the hangar steel net rack structure 1 is a four-layer oblique quadrangular pyramid steel net rack, the average weight of the door head net rack part is far greater than that of a three-layer oblique quadrangular pyramid steel net rack welding ball net rack of a hall, and therefore, the load capacity of a lifting point at the door head part needs to be improved.
In the embodiment, 9 lifting points are arranged in the step two, wherein 2 lifting points are arranged at the head of the door, and 7 lifting points are arranged in the hall; 22 jacks are used together, wherein 12 jacks of 200 tons and 10 jacks of 100 tons are used.
In the embodiment, through calculation of finite element software MIDAS, in the lifting process, partial rod pieces near the lifting point have the adverse conditions that the stress ratio exceeds 1.0, the internal force is increased greatly, the internal force is changed in sign and is increased greatly, the maximum lifting counter force is 340.9t at the lifting point of two door head supporting frames 2, and the maximum displacement is 130.6mm at a hall supporting frame 3 in the center of a hall; the maximum stress is 357.9Mpa at the two hall support frames 3 closest to the door head support frame 2; therefore, the rod with the over-limit stress ratio needs to be replaced, and the cross section size of the rod is suitable to be increased. And inputting the replaced rod piece into finite element software again for recalculation to obtain the maximum stress ratio of 0.76, and meeting the requirement.
The above embodiments are not intended to be exhaustive or to limit the invention to other embodiments, and the above embodiments are intended to illustrate the invention and not to limit the scope of the invention, and all applications that can be modified from the invention are within the scope of the invention.
Claims (4)
1. A lifting system of a hangar steel grid structure is used for lifting a hangar steel grid structure (1) to be constructed; the method is characterized in that: comprises a door head support frame (2) and a hall support frame (3); the two door head support frames (2) are respectively arranged in the hangar (4) and positioned at the left side and the right side of a door of the hangar, the distance between the door head support frame (2) and the longitudinal side surface of the corresponding side of the hangar (4) is 8-12 m, and the distance between the door head support frame (2) and the front side surface of the hangar (4) is 4-5 m; the top of the door head support frame (2) is provided with a first lifting device; the hall support frames (3) are arranged in a group and are arranged at intervals along the left side line, the rear side line and the right side line of the hangar (4), and the distance between every two adjacent hall support frames (3) is 25-35 m; the hall support frames (3) positioned on the left side and the right side of the hangar (4) are respectively longitudinally aligned with the two door head support frames (2), and the hall support frames (3) on the left side and the right side are arranged in a one-to-one correspondence manner; the hall supporting frames (3) arranged along the rear side line of the hangar (4) are arranged in an arc shape; a second lifting device is arranged at the top of each hall supporting frame (3); the door head support frame (2) comprises a first upright post (2.1), a first platform frame (2.2), a first connecting beam (2.3) and a first platform beam (2.4); four first upright posts (2.1) are arranged in a rectangular shape; the four first platforms (2.2) are correspondingly connected to the tops of the four first upright posts (2.1), and each first platform (2.2) is in a cross shape; two first connecting beams (2.3) are respectively arranged between two transversely adjacent first upright columns (2.1), and two ends of each first connecting beam (2.3) are respectively connected to the first platform frame (2.2) at the top of each first upright column (2.1); the first platform beam (2.4) is connected between the tops of the two first connecting beams (2.3);
the first lifting device comprises a first jack (5), a first steel wire rope (6) and a first bracket (7); four first jacks (5) are arranged on the first platform beam (2.4) at intervals; four first steel wire ropes (6) are correspondingly connected to the four first jacks (5); the first bracket (7) is connected to the bottoms of the four first steel wire ropes (6) and comprises a first bottom plate (7.1), a first top plate (7.2), a first vertical connecting plate (7.3) and a first sleeve (7.4); a first through hole (8) which penetrates through the first steel wire rope (6) is formed in the first top plate (7.2); a second through hole (9) which penetrates through the first steel wire rope (6) is formed in the first bottom plate (7.1); the first sleeve (7.4) is vertically connected between the first bottom plate (7.1) and the first top plate (7.2) at the position corresponding to the first through hole (8) and the second through hole (9); the first vertical connecting plate (7.3) is connected between the adjacent first sleeves (7.4); a first supporting and connecting groove (7.5) for supporting and connecting a spherical node of the hangar steel grid structure (1) is arranged in the middle of the top of the first top plate (7.2); the lower end of the first steel wire rope (6) penetrates through the first sleeve (7.4) and is connected with the first bracket (7); the hall supporting frame (3) comprises a second upright post (3.1), a second platform frame (3.2) and a second platform beam (3.3); two second upright posts (3.1) are arranged at intervals along the direction parallel to the side line of the corresponding side of the hangar; the second platform frame (3.2) is connected to the top of the second upright post (3.1); the second platform beam (3.3) is connected between the two second upright posts (3.1), and two ends of the second platform beam (3.3) are respectively connected to the second platform frame (3.2) at the top of the second upright posts (3.1); the second lifting device comprises a second jack (10), a second steel wire rope (11) and a second bracket (12); two second jacks (10) are arranged on the second platform beam (3.3) at intervals; two second steel wire ropes (11) are correspondingly connected to the two second jacks (10); the second bracket (12) is connected to the bottoms of the two second steel wire ropes (11) and comprises a second bottom plate (12.1), a second top plate (12.2), a second vertical connecting plate (12.3) and a second sleeve (12.4); a first through hole (13) penetrating through a second steel wire rope (11) is formed in the second top plate (12.2); a second through hole (14) penetrating through a second steel wire rope (11) is formed in the second bottom plate (12.1); the second sleeve (12.4) is vertically connected between the second bottom plate (12.1) and the second top plate (12.2) at the position corresponding to the first through hole (13) and the second through hole (14); the second vertical connecting plate (12.3) is connected between the adjacent second sleeves (12.4); a second supporting and connecting groove (12.5) for supporting and connecting a spherical node of the hangar steel grid structure (1) is formed in the middle of the top of the second top plate (12.2); the lower end of the second steel wire rope (11) penetrates through the second sleeve (12.4) and is connected with the second bracket (12).
2. The modeling analysis method of the hangar steel grid structure lifting system according to claim 1, characterized by comprising the following steps:
step one, establishing a lifting system model by using software;
step two, arranging lifting points in the model: the lifting points are respectively arranged at the left side and the right side of the hangar gate, and the lifting points are arranged at the positions close to the left side surface, the rear side surface and the right side surface of the hangar (4) along the left side line, the rear side line and the right side line at intervals;
thirdly, door head supporting frames (2) are installed at lifting points on the left side and the right side of a door of the hangar, and hall supporting frames (3) are installed at the lifting points close to the left side surface, the rear side surface and the right side surface of the hangar (4);
fourthly, assembling the hangar steel grid structure (1) on the ground in the model: the hangar steel net rack structure (1) is formed by splicing a group of steel net rack assembly units;
step five, installing a lifting system in place, inputting load data in finite element software according to a construction drawing of the hangar steel grid structure (1), carrying out lifting simulation, and carrying out first trial lifting on the hangar steel grid structure (1): the height of the first trial lifting is not less than 400mm, the first trial lifting is not less than 1 hour of stillness, and the deformation conditions of a lifting system and a hangar steel grid structure (1) are monitored in real time during the stillness period;
step six, if the monitoring condition in the step five is normal, starting formal lifting;
step seven, after the lifting is finished, folding the hangar steel grid structure (1) and the surrounding vertical supports;
step eight, unloading the hangar steel grid structure (1): unloading by adopting a method of gradually reducing load by a hydraulic jack;
step nine, obtaining the lifting counter force of each lifting point under each working condition in the lifting process of the hangar steel grid structure (1) through software, and obtaining the lifting counter force under the working conditions of lifting, folding and unloading within a safety range; the safety range in the ninth step is as follows: the maximum lifting force of the rod piece at the lifting point of the door head supporting frame (2) is less than 310t, and the maximum lifting force of the rod piece at the lifting point of the hall supporting frame (3) is less than 160t;
analyzing and obtaining a rod piece with stress disadvantage and a lifting point with stress disadvantage in the hangar steel grid structure (1): the unfavorable stress rod piece comprises a rod piece with the stress ratio exceeding 1.0, a rod piece with the internal force larger than 250MPa, a rod piece with the internal force changed into a sign, a rod piece with the maximum lifting counter force, a rod piece with the maximum displacement and a rod piece with the maximum stress;
step eleven, rod replacement is carried out: replacing the rod piece which is not stressed in the step ten;
and step twelve, repeating the process from the step one to the step eleven until all the rod pieces meet the standard requirements.
3. The modeling analysis method of the lifting system of the hangar steel grid structure according to claim 2, characterized in that: and fifthly, monitoring the deformation conditions of the lifting system and the hangar steel grid structure (1) in real time during the static period, starting formal lifting in the sixth step when the internal force of all rod pieces in the hangar steel grid structure (1) is less than 250MPa and the stress ratio is less than 1.0, lifting the formal lifting to a design elevation at a speed of not more than 3m/h, and then locking the lifting system.
4. The modeling analysis method of the lifting system of the hangar steel grid structure according to claim 2, characterized in that: in the step eight, unloading is carried out according to 5mm, 10mm, 20mm and 30mm in turn; when the grading is larger than 10mm, unloading at each stage is carried out step by step according to 10 mm; the time interval between two adjacent unloading steps is not less than two hours, and the time interval between two adjacent unloading steps is not less than 10 minutes.
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