CN113863683A - Construction method for repeatedly lifting super high-rise top heavy steel truss corridor - Google Patents
Construction method for repeatedly lifting super high-rise top heavy steel truss corridor Download PDFInfo
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Abstract
The invention provides a construction method for repeatedly lifting a heavy steel truss corridor at an ultrahigh roof, which comprises the following steps: determining the lifting times according to the influence of the lifting process of the steel gallery on the main body structure; pre-deformation control, namely determining a pre-arching value of the steel corridor according to the pre-deformation amount of the steel corridor; assembling the steel gallery into a plurality of lifting parts according to the determined lifting times, and manufacturing and assembling the pre-arching steel gallery; arranging a lifting device so as to convert a lifting point; promote the steel vestibule one by one, the trial promotes, shifts load to ground after first promotion portion hovers, detects to detect and detects qualified back formal promotion to safety control promotes, promotes to the back that targets in place and the fixed back unloading hoisting device of main building monomer, and the hoisting point conversion sets up the hoisting point under first promotion portion, promotes next stage promotion portion, accomplishes the promotion of each promotion portion of steel vestibule one by one according to the promotion number of times of confirming. The invention can ensure that the stress and the shape and position of the structure after construction and molding meet the design and use requirements, ensure the construction quality and the installation precision and ensure the construction safety.
Description
Technical Field
The invention belongs to the technical field of construction of super high-rise buildings and large-span steel structures, and particularly relates to a construction method for repeatedly lifting a heavy steel truss corridor at the top of a super high-rise building.
Background
At present, the construction of the super high-rise top heavy steel truss corridor generally adopts a construction method of integral lifting or the combination of integral lifting and high-altitude scattered splicing. The construction process of the integral lifting is that the steel truss corridor is assembled on the ground, the hydraulic lifting device is used for lifting the steel corridor structure to a design position, and a connecting rod piece between the main body structure and the steel corridor is embedded and repaired. The construction process combining integral lifting and high-altitude bulk loading comprises the steps of firstly assembling the lower structure of the steel corridor on the ground, lifting the lower structure to a designed position by using a hydraulic lifting device, and then assembling the upper structure of the steel corridor in a high-altitude bulk mode.
Once the construction speed of whole promotion steel truss vestibule structure is fast, and the construction precision is high, but the heavy steel vestibule of assembling on ground requires the place height, and construction measure and hoisting device expense are high, and the whole promotion process is big to the eccentric moment that major to major structure produced because of the steel vestibule, can't eliminate because of the lateral deformation who promotes the super high-rise main building that arouses, buries down the potential safety hazard for the structure use stage.
The construction method combining integral lifting and high-altitude splicing only splices partial floors at the lower part of the steel truss on the ground, has relatively low requirements on splicing sites and lifting devices, has relatively little influence on a structure main body in the lifting process, but has high-altitude operation construction risk of operating personnel, difficult welding quality guarantee and long construction period.
Disclosure of Invention
The invention aims to provide a construction method for repeatedly lifting a heavy steel truss corridor at the top of an ultrahigh layer, which can reduce the influence on the main body structure and ensure the construction period.
The construction method for repeatedly lifting the super high-rise top heavy steel truss corridor provided by the invention comprises the following steps:
s.1, determining lifting times according to the influence of the lifting process of the steel corridor on the main body structure;
s.2, pre-deformation control, namely determining a pre-arching value of the steel corridor according to the pre-deformation amount of the steel corridor;
s.3, manufacturing and assembling the steel gallery, assembling the steel gallery into a plurality of lifting parts according to the lifting times determined in the S.1, and pre-arching the steel gallery according to the pre-arching value of the S.2;
s.4, arranging a lifting device so as to convert a lifting point;
s.5, gradually lifting the steel corridor,
trial lifting, transferring the load to the ground after the first lifting part is suspended, formally lifting after detecting the flaw, carrying out safety control, unloading the lifting device after the first lifting part is fixed with the main building monomer after the first lifting part is lifted in place,
and (4) hoisting point conversion, wherein a hoisting point is arranged below the first hoisting part, the next stage hoisting part is hoisted, and the hoisting of each hoisting part of the steel gallery is successively completed according to the hoisting times determined by S.1.
In the S.1:
based on the software for finite element analysis,
s.1.1, considering the influence of the steel corridor construction forming process on the main body structure, ensuring that the stress and deformation of the whole main body structure construction process meet requirements, and determining the maximum weight of single lifting of the steel corridor.
S.1.2, determining to integrally lift the steel corridor for N times according to the maximum weight of single lifting of the steel corridor.
S.1.3, analyzing the stress and the shape and position of the main structure after construction and forming, and verifying whether the lifting steel gallery meets the design requirements for N times.
In the S.2: and (4) considering the construction and forming process of the steel gallery, continuously applying the constant load and the live load in the use stage to the steel gallery after being lifted in place in finite element analysis software, and determining the pre-arching value of the steel gallery.
And S.4, arranging lifting hoisting points at the joints of the outer frame columns of the main building units for lifting the first lifting part when the lifting devices are arranged, and arranging the lifting hoisting points below the first lifting part for lifting the next lifting part.
In the S.5: when trial lifting is carried out, 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% of the load proportion of the lifting steel corridor is sequentially increased, and the lifting steel corridor is loaded in a grading manner to be suspended in the air; and (4) after the steel corridor is lifted to 900-1100 mm, transferring the load to a lower anchor, locking an upper anchor, hovering for 22-26 hours, and inspecting.
And S.5, safety control comprises wind resistance control and asynchronous lifting control.
The wind resistance control includes:
calculating the maximum horizontal displacement generated under six-level strong wind in the lifting process of the steel gallery, and determining the lifting height of the maximum horizontal displacement in the lifting process;
determining the maximum allowable safety distance in the lifting process by the arrangement of the lifting device and the joint connection method of the main building and the steel connecting body;
applying wind load, and determining the maximum pendulum pair of the lifting part under different levels of wind speeds;
determining the maximum wind speed grade capable of being lifted and the allowable wind speeds corresponding to different lifting heights;
each lifting part is provided with an anemometer, the wind speed can be lifted if the actually measured wind speed is less than the allowed wind speed in the lifting process, and the lifting parts can hover and are fixed with the main building single body if the actually measured wind speed exceeds the allowed wind speed in the lifting process.
The asynchronous lifting control adopts the mode that upward forced displacement is exerted at the position where each lifting part synchronously lifts each lifting point to the maximum lifting force.
The first lifting part is lifted to the right and then embedded and supplemented with the connecting rod between the main building single body, and the subsequent lifting parts are lifted to the right and then embedded and supplemented with the connecting rod between the upper lifting part and the main building single body.
The method firstly carries out numerical simulation, determines to split the steel corridor into a plurality of lifting parts, and ensures that the influence on the stress and deformation of the main building single body during the lifting of the parts meets the requirements of the construction process and the design stage. Then according to numerical simulation's the condition with the steel vestibule makeup becomes corresponding promotion portion to set up corresponding bed-jig on ground, divide the subdivision to promote gradually, and carry out hoisting point conversion and safety control at the promotion in-process. On one hand, adverse effects on the main structure caused by the whole lifting process of the steel gallery can be reduced, stress concentration caused by lifting of the main building monomer is reduced, the influence on subsequent use caused by the whole lifting process is reduced, and the stress and the shape and position of the main structure after construction and forming can meet the design and use requirements; on the other hand, the construction progress can be accelerated by assembling the components on the ground in sections, the construction quality and the installation precision are ensured, and the construction safety is also favorably improved.
Drawings
FIG. 1 is a process flow diagram of a preferred embodiment of the present invention.
Fig. 2 is a vertical deformation cloud chart of the main building unit before lifting in the preferred embodiment.
Fig. 3 is a cloud diagram of lateral deformation of a main building unit under the action of ten-year wind load in the preferred embodiment.
Fig. 4a and 4b are side deformation clouds of the main building unit when the steel truss is lifted twice in the preferred embodiment.
Fig. 5 is a stress cloud chart of the main building outer frame column when the steel truss is lifted twice in the preferred embodiment.
Fig. 6a and 6b are modified cloud charts of the structure of the preferred embodiment at the use stage.
FIG. 7 is a stress cloud of key components during the use stage of the structure of the preferred embodiment.
Fig. 8 is a cloud chart of pre-arching values of the steel truss vestibule in the preferred embodiment.
Fig. 9 is a schematic diagram of the counter force of two lifting suspension points in the preferred embodiment.
Fig. 10 is a schematic diagram of the layout of the two-time lifting device in the preferred embodiment.
Fig. 11 is a cloud of the maximum lateral deformation of the three-level wind when the two lifting portions are lifted in the preferred embodiment.
Fig. 12 is a cloud view of the wind resistance analysis of the rod when the second lifting part is lifted into position and the rod is not embedded and repaired according to the preferred embodiment.
Fig. 13 is a cloud chart of asynchronous lifting analysis of the first lifting part in the construction process according to the preferred embodiment.
Fig. 14 is a cloud chart of asynchronous lifting analysis of the second lifting part in the construction process according to the preferred embodiment.
Fig. 15 is a diagram showing deformation and stress clouds of the bar member after the completion of the embedding of the second lifting portion according to the preferred embodiment.
Detailed Description
As shown in fig. 1, the construction method for lifting the heavy steel truss corridor with the ultra-high roof for multiple times provided by this embodiment first adopts finite element analysis software to simulate a lifting process, and determines to lift the steel corridor into two parts, and modeling, analysis, solving and post-processing of the finite element software are all technical means common in the art, and therefore are not described herein again. The present example is implemented in the following steps.
Step one, determining to divide the steel corridor into different lifting parts to be lifted successively.
Firstly, an integral calculation model of a super high-rise structure with a multi-layer steel truss corridor is established by MIDAS finite element analysis software, and the established model comprises two main building units with the height of 248.2 m, an ultra high-rise top span of 63.2m, eight layers of steel truss corridors with the weight of 7000 t, a hydraulic lifting device and temporary reinforcing rod pieces in the construction process. The integral structure, the lifting device rod piece and the temporary supporting and reinforcing rod piece are divided into different structure groups according to the construction sequence in the construction scheme, and the boundary groups and the load groups corresponding to the structure groups are respectively defined to simulate the real boundary conditions and the load conditions in the structure construction process. And the simulation calculation analysis of the whole construction process of the structure is realized by the activation and passivation treatment of the structure group, the boundary group and the load group in each construction stage.
And then, calculating and analyzing the whole construction process of the main building monomer. The lifting of the steel corridor is carried out after the construction of the main structure of the main building monomer, and the calculation and analysis of the construction process are firstly carried out on the main building monomer. At this time, the floor slab and the curtain wall of the main building unit except the floor slab and the curtain wall connected with the steel corridor are not constructed, and the floor slab and the curtain wall of the main structure body and the lower structure are constructed. And (3) according to the actual construction progress, determining the vertical compression deformation of the main building under the self weight of the structure and the construction load according to the construction sequence that the inner cylinder leads 8-10 layers of the outer cylinder and the construction speed of constructing one layer every 8-10 days, and considering the shrinkage creep of concrete, wherein the maximum vertical deformation of the main building before the construction of the steel corridor is 38 mm as shown in figure 2.
And carry out ten years's wind-resistant analysis once of meeting to main building monolithic structure, ensure that the free lateral deformation of main building satisfies the construction requirement, can not produce adverse effect to promoting the structure because of rocking of major structure under the strong wind environment. Because the main building glass curtain wall at the lower part of the steel corridor is constructed, wind load is applied according to the surface wind pressure, and in the main building area connected with the steel corridor, the wind load is applied according to the wind pressure of the beam unit so as to consider the influence on the hollow structural member. As shown in figure 3, under the action of ten-year wind load (about eight-class strong wind), the lateral deformation of the main building is 89 mm, the floor displacement angle is 1/2789, and the requirement that the lateral displacement does not exceed the total height 1/1000 of the structure in the construction process is met. In the lifting process of the steel corridor, the wind speed can be strictly controlled, only construction within three-level wind is allowed, and the three-level wind speed is about 1/10 of eight levels, so that the lifting influence of the main building on the steel corridor due to the shaking under the wind load effect is small.
And then lifting the steel gallery as a whole between the pair of main building monomers, wherein finite element analysis shows that when the steel gallery is lifted as a whole, the maximum lateral deformation of about 76.2mm is generated on the main building, the lateral deformation cannot be eliminated after the structure is constructed and formed, and meanwhile, when the steel gallery is lifted as a whole, large additional stress is generated on the main building outer frame column near the lifting point, and in addition, large tensile stress is generated on a core barrel connected with the outer frame column, and the tensile design strength is close to that of a concrete wall body. Thus not employing a single overall lift.
Then the steel corridor is divided into a first lifting part and a second lifting part to be lifted respectively. First promotion portion includes four layers of steel vestibule on upper portion, and second promotion portion includes four layers of steel vestibule of lower part, and two promotion portions promote weight and do not all exceed 3500 t.
The lifting process of the first lifting part is simulated in finite element software, the first lifting part is lifted in place to complete the embedding of the rod piece and then the second lifting part is lifted, the steel corridor is lifted twice, the single lifting weight is small, the first lifting part is lifted in place and is connected with the main building monomer to complete the lifting of the lifting point, and the lifting point is converted into the bottom of the first lifting part from the main building monomer, so that the steel corridor is ensured to be deformed and coordinated, and the lateral deformation of the main building caused by the lifting process of the steel corridor is further reduced.
The lateral deformation of the main building monomer generated in the two lifting processes of the steel corridor is shown in fig. 4a and 4b, and the lateral deformation of the main structure generated in the whole construction process of the steel corridor by adopting the construction method of two lifting processes is not more than 40 mm; the stress amplitude born by the main building single body outer frame column is shown in fig. 5, the maximum stress is 53.7Mpa, the maximum tensile stress of a main building core tube connected with the outer frame column is less than 1Mpa, and the strength of the C60 core tube is greatly increased. The steel corridor can be obviously lifted twice, the stress generated by the lifting process to the main building monomer is more relaxed, after the steel corridor structure is lifted in place and the rod pieces are embedded, the stress generated by the lifting process to the main building can be redistributed, the stress generated by the lifting process to the vertical members of the main building structure can be further reduced, the deformation and stress requirements of the main structure in the construction process can be met, and the construction scheme for lifting the steel corridor twice is finally determined.
And finally, analyzing the influence of the using stage of the structure in the construction and forming process of the superposed steel gallery.
The reasonable construction scheme ensures that the stress and the shape and position of the formed structure meet the design requirements. Calculating and analyzing the structure using stage by overlapping and considering a 'live model' in the whole construction and molding process, applying the load in the structure using stage to carry out the worst load combination, investigating the influence of the construction and molding process on the using stage, and carrying out comparative analysis on the one-time loading process which does not consider the construction process in the design using stage.
As can be seen from fig. 6a and 6b, the lateral deformation 39.2mm of the main building caused by the two lifting scheme processes is slightly larger than the one-time loading state of 7.2mm, but the influence on the main structure is small, the height of the main structure is 248.2 m, and the ratio of the lateral deformation to the total height of the structure is only 1/6332, so that the requirement of design 1/500 is met; the vertical deformation value of the structure after twice lifting construction molding is smaller than the designed one-time loading state, the maximum vertical deformation of 54mm appears in the middle of the steel gallery, and is 1/1170 with the span of 63.2m of the steel gallery, so that the limit value requirement of 1/250 can be met.
Fig. 7 shows that under the action of 1.3 times of dead load and 1.5 times of live load, the maximum value of the column stress in the structural construction forming process is 55.7MPa, which is slightly larger than the design one-time loading 42.1 MPa, but the design strength requirement of the concrete-filled steel tube column from Q460+ C60 is more abundant, and in addition, the tensile stress of the core cylinder connected with the outer frame column does not exceed 1MPa, which can meet the design requirement, and indicates that the structural main building is uniformly stressed and reasonably stressed due to the two lifting processes of the steel truss; considering that the stress ratio of the main truss of the steel gallery is designed to be large in one-time loading in the construction forming process, the maximum combined stress is 140 MPa, the rod piece is made of Q460 steel, the stress ratio is only 0.3, and the design requirement can be met. The construction scheme of dividing two lifts and carrying out one lifting point conversion is safe and reasonable, the influence on the designed use state is small, and finally the construction method of two integral lifts is determined.
And step two, pre-deformation control.
And determining a construction method for lifting the steel gallery twice based on the first step. As shown in fig. 3, lifting points are arranged at the bracket beam of the main building outer frame column to lift four layers of the upper part of the steel gallery, after the lifting points are lifted in place, connection rods between the steel gallery and the main building are repaired, and after a stable door type system is formed with the main building, the lifting points are transferred to the node at the bottom of the upper steel gallery to lift four layers of the lower part of the steel gallery and repair the connection rods between the steel gallery and the main building.
Before promoting the steel vestibule, the main building has produced vertical deformation under dead weight and construction load, the steel vestibule should promote the position after the vertical compression deformation takes place to the main building, the secondary wholly promotes the steel vestibule work progress complicacy, involve different work progress, boundary condition, the load condition, the conversion that relates to the lifting point and the connection of member, can satisfy follow-up design operation requirement after guaranteeing steel vestibule construction shaping, construct and use the predeformation analysis of stage structure to the steel vestibule, confirm the arch value in advance of steel vestibule processing.
When the steel corridor structure is analyzed, the density of the main building material is zero, so that the main building material does not deform vertically, and the pre-deformation of the whole steel corridor construction process is determined. Through time-varying mechanical analysis, the influence of the structure construction forming process on the using stage is considered, the additional dead load and the live load of 0.5 times of the using stage of the structure are applied, and the final pre-arching value of the steel gallery is determined as shown in fig. 8.
And step three, manufacturing and assembling the steel gallery. Pre-arching the steel vestibule according to the pre-arching value, and then assembling the steel vestibule into a first lifting part comprising four layers of steel vestibules at the upper part and a second lifting part comprising four layers of steel vestibules at the lower part.
And arranging a jig frame on the ground, and assembling the steel corridor structure. The splicing and reinforcing scheme of the steel gallery can be determined according to the construction period requirement and the actual bearing capacity of the ground structure. If the construction period is short, the steel corridor structure is suggested to be assembled at one time after the assembling site is reinforced, and the first lifting part is placed on the second lifting part in the assembling process and is not connected with the rod piece to be embedded and repaired. If the construction period allows, can set up the bed-jig earlier and assemble first lifting unit on subaerial, promote first lifting unit to design position after, assemble second lifting unit on ground again, assemble the steel vestibule structure on ground twice and can show the pressure that reduces the assembly process to ground structure, reduce ground reinforcement expense.
And step four, arranging a lifting device so as to convert the lifting point.
Before the first lifting part is lifted, the lifting device is determined according to the weight of the lifted steel corridor, the bearing capacity of the hydraulic lifting device and the connection method of the main body and the truss structure node, and the hydraulic lifting device 1 is arranged. Four lifting points 2 are respectively arranged at each node of the outer frame columns of the main building connected with four main trusses of a steel gallery to lift a first lifting part, as shown in figures 9 and 10, a 200 t hydraulic oil cylinder is arranged at each lifting point, the safety coefficient of the hydraulic oil cylinder is 2.42-2.63, and a temporary inclined rod 3 reinforcing and lifting device is arranged. The distance between the lifting hanging point and the center of the adjacent main building structure outer frame column 4 is 3.475m, namely, the steel gallery structure is prevented from colliding with the bracket node of the main body in the lifting process, and the length of the rod piece embedding section is not less than 0.5 m. Reinforcing the end part of the lifting device and the lifting hoisting point before formal lifting to ensure the smooth implementation of the first lifting of the steel gallery, see figure 10.
After the first lifting part is lifted in place and the connecting rod pieces are embedded and repaired, effective connection is established between the main building and the upper corridor, a stable structural system is formed, stress of two main building units is greatly improved, eight lifting points are arranged at nodes of the lower parts of four main trusses of the first lifting part 5 according to the counter force of synchronous lifting of the lifting points of the second lifting part, as shown in fig. 10, a 200 t hydraulic oil cylinder is arranged at each lifting point, the safety coefficient of the hydraulic oil cylinder is 1.80-2.61, meanwhile, a temporary reinforcing vertical web member is additionally arranged on the second lifting part 6, and smooth implementation of second lifting of the steel corridor is ensured.
And step five, lifting the first lifting part and the second lifting part.
Before formally lifting the steel corridor structure, firstly trial lifting is carried out, and 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% of the load proportion of the lifting steel corridor is sequentially increased and loaded in a grading manner until the steel corridor structure is completely lifted off the ground; after the corridor structure is lifted by 1000mm in an experimental mode, the corridor structure is hovered in the air for 24 hours, the joint welding quality, the lifting platform and the ground anchor support are checked, and the lifting lugs are lifted after flaw detection. And after the trial lifting is confirmed to be free of problems, formally lifting the truss structure. Should promote the structure and carry out anti-wind control and asynchronous lifting control in the promotion process.
Wind resistance control in the lifting process: due to the effect of wind load, the two lifting parts can generate horizontal displacement in the lifting process. And horizontal displacement S = F (L-h)/G, and horizontal elastic constraint is applied to the lifting point according to the rigidity K = (L-h)/G, wherein F is the wind load value received by the lifting part, G is the lifting force of the lifting point, L is the distance of the lifting device according to the ground, and h is the lifted height of the lifting part. The horizontal constraint of each lifting part is increased along with the increase of the lifted height, but the wind load is also increased along with the increase of the lifted height, therefore, in the lifting process, the lateral deformation of the two lifting part structures under the wind load action shows the trend of increasing firstly and then decreasing along with the increase of the lifted height, and computational analysis shows that the horizontal displacement of the first lifting part structure is the largest when the lifted height is 60 m and the horizontal displacement of the second lifting part structure is the largest when the lifted height is 50 m under the wind load action.
According to the existing lifting standard, a cable wind rope is not pulled, the wind speed needs to be controlled within six-level wind during lifting, six-level wind load is applied to the first lifting part, the wind speed is set to be the maximum value v =13.8 m/s of the six-level wind, when the lifting height is 60 m, the Y-direction side is shifted by 3.10m, the X-direction side connected with a main building is shifted by 1.57 m, the cable wind rope can collide with the outer frame column node of the main building, and the requirement of safe lifting cannot be met. In the practical lifting process, the lateral displacement caused by the Y-direction wind load is larger, but because the X direction is directly connected with the main building single body, the X direction lateral displacement of the steel corridor is determined to be not more than 500 mm by the joint connection method of the main building outer frame column and the steel corridor and the arrangement of the lifting support, and therefore the maximum wind pressure (wind speed grade) allowed by lifting is determined. When the wind speed is set to be the maximum value v =5.4 m/s of the tertiary wind, as shown in fig. 11, the maximum X-direction deformation of the first lifting portion under the wind load is 353mm, and the maximum X-direction deformation of the second lifting portion under the wind load is 254 mm, both requirements that the X-direction safe lifting distance does not exceed 500 mm can be met. Therefore, the wind speed is controlled within the third-level wind to lift the steel corridor structure, an anemometer is placed at each lifting part in the lifting process, when the wind speed exceeds the third-level wind during lifting, the wind speed is immediately hovered, the lifting is stopped, the cable wind rope is used for pulling the chain block, and the chain block is fixed on the main building structural column.
When the second lifting part is lifted in place and is not effectively connected with the first lifting part structure and the main building, the wind load effect is unfavorable, and the wind resistance analysis of the conjoined structure is carried out by applying the wind load for ten years. As shown in fig. 14, the connected structure is more sensitive to the Y-direction wind load, the maximum deformation of the connected structure is 93.7mm under the action of 1.0 constant load + 1.0Y-direction wind load, the ratio of the lateral deformation to the total structure height is only 1/2649, the requirement of design 1/500 is met, the maximum combined stress of the connected structure under the action of 1.3 constant load + 1.5Y-direction wind load is 224 MPa, the design strength requirement of Q460 steel is met, therefore, the second lifting part is lifted in place, and when the connecting rod piece is not embedded, the wind resistance of the connected structure meets the requirement.
Asynchronous lifting control:
lifting hoisting points can not be completely synchronous in the lifting process, the lifting force of the fast lifting hoisting points can be larger than a theoretical value, the lifting force of the slow lifting hoisting points is smaller than the theoretical value, even the lifting force is discharged, so that the internal force redistribution is generated by a lifting structure, and the potential safety hazard exists, thus asynchronous lifting control is required. Deformation and load double control are adopted in the actual lifting process, the deformation difference between lifting points is controlled according to lifting specifications, and meanwhile the actual lifting force is controlled by a hydraulic device to be not more than 1.2-1.3 times of a theoretical analysis value.
In the two lifting processes of the steel gallery, different asynchronous control methods are adopted due to different structural forms and different numbers of lifting points. The first lifting part comprises two independent substructures, and one substructure is taken for asynchronous lifting control. The factor structures are mutually independent, a single substructure only has four hanging points, the frame connection between two main trusses is weak, and the substructure is insensitive to asynchronous lifting of each hanging point. When 200 mm upward forced displacement is added at the maximum value of the synchronous lifting force of each lifting point of the first lifting part substructure, only individual rod pieces reach the design strength, and the maximum lifting force is only 10.67 percent greater than that when each lifting point is lifted synchronously, as shown in fig. 13. Therefore, the deformation control in the lifting process of the first lifting part is carried out according to the lifting specification, namely the asynchronous vertical deformation difference of the adjacent lifting points is controlled not to exceed 25 mm, and the asynchronous deformation difference of the far lifting points is controlled not to exceed 50 mm.
The second lifting part is complete in structure, high in overall rigidity and provided with eight lifting hoisting points, and is very sensitive to asynchronous lifting displacement. When only 7mm upward forced displacement is applied at the maximum value of the synchronous lifting force of each lifting point, the lifting force of the point is increased by 20 percent compared with that of synchronous lifting, and the stress of the lifting rod piece is small at the moment, as shown in figures 9 and 14. The asynchronous lifting control of the second lifting part is thus controlled by the maximum lifting force, i.e. the lifting force of each lifting point is controlled not to exceed 1.2 times the synchronous lifting force.
And step six, embedding and repairing the rod piece.
After the steel corridor is lifted to the design position, the connecting rod pieces between the steel corridor and the main structure and between the two lifting parts of the steel corridor are embedded and repaired, and the following embedding and repairing sequence is required for the embedding and repairing of the two lifting part structure rod pieces. 1. The connecting rod piece which is not conflicted with the temporary reinforcing rod piece in the embedding and lifting process; 2. unloading the lifting device; 3 unloading the temporary reinforcing rod piece (except the temporary reinforcing vertical web member); 4. connecting an embedded rod part conflicting with the temporary reinforcing rod part; 5. and unloading the temporary reinforcing vertical web members. Fig. 15 is the vertical deformation and stress of the conjoined structure under the dead load after the completion of the embedment of the two lifting parts, wherein the maximum vertical deformation is 54mm, the maximum rod stress is 145.1MPa, the requirements of construction safety and steel design strength are met, and the embedment process is safe twice.
Claims (9)
1. A construction method for repeatedly lifting a heavy steel truss corridor with an ultrahigh roof is characterized by comprising the following steps:
s.1, determining lifting times according to the influence of the lifting process of the steel corridor on the main body structure;
s.2, pre-deformation control, namely determining a pre-arching value of the steel corridor according to the pre-deformation amount of the steel corridor;
s.3, manufacturing and assembling the steel gallery, assembling the steel gallery into a plurality of lifting parts according to the lifting times determined in the S.1, and pre-arching the steel gallery according to the pre-arching value of the S.2;
s.4, arranging a lifting device so as to convert a lifting point;
s.5, gradually lifting the steel corridor,
trial lifting, transferring the load to the ground after the first lifting part is suspended, formally lifting after detecting the flaw, carrying out safety control, unloading the lifting device after the first lifting part is fixed with the main building monomer after the first lifting part is lifted in place,
and (4) hoisting point conversion, wherein a hoisting point is arranged below the first hoisting part, the next stage hoisting part is hoisted, and the hoisting of each hoisting part of the steel gallery is successively completed according to the hoisting times determined by S.1.
2. The construction method for multiple lifting of the ultrahigh-rise-top heavy steel truss corridor as claimed in claim 1, wherein the S.1 comprises:
s.1.1, considering the influence of the steel corridor construction forming process on the main body structure, and ensuring that the stress and deformation of the whole main body structure construction process meet requirements, thereby determining the maximum weight of single lifting of the steel corridor;
s.1.2, determining to integrally lift the steel corridor for N times according to the maximum weight of single lifting of the steel corridor;
s.1.3, analyzing the stress and the shape and position of the main structure after construction and forming, and verifying whether the lifting steel gallery meets the design requirements for N times.
3. The construction method for multiple lifting of the ultrahigh-rise-top heavy steel truss corridor as claimed in claim 1, wherein in S.2: and (4) considering the construction and forming process of the steel gallery, continuously applying the constant load and the live load in the use stage to the constructed and formed steel gallery in finite element analysis software, and determining the pre-arching value of the steel gallery.
4. The construction method for repeatedly lifting the ultrahigh-rise-top heavy steel truss corridor as claimed in claim 2, wherein the construction method comprises the following steps: and S.4, arranging lifting hoisting points at the joints of the outer frame columns of the main building units for lifting the first lifting part when the lifting devices are arranged, and arranging the lifting hoisting points below the first lifting part for lifting the next lifting part.
5. The construction method for multiple lifting of the ultrahigh-rise-top heavy steel truss corridor as claimed in claim 1, wherein in S.5: when trial lifting is carried out, 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% of the load proportion of the lifting steel corridor is sequentially increased, and the lifting steel corridor is loaded in a grading manner to be suspended in the air; and (4) after the steel corridor is lifted to 900-1100 mm, transferring the load to a lower anchor, locking an upper anchor, hovering for 22-26 hours, and inspecting.
6. The construction method for multiple lifting of the ultra-high-roof heavy steel truss corridor as claimed in claim 1, wherein the safety control in S.5 comprises wind resistance control and asynchronous lifting control.
7. The construction method for multiple lifting of the ultrahigh-rise-top heavy steel truss corridor as claimed in claim 6, wherein the wind resistance control comprises:
calculating the maximum horizontal displacement generated under six-level strong wind in the lifting process of the steel gallery, and determining the lifting height of the maximum horizontal displacement in the lifting process;
determining the maximum allowable safety distance in the lifting process by the arrangement of the lifting device and the joint connection method of the main building and the steel connecting body;
applying wind load, and determining the maximum pendulum pair of the lifting part under different levels of wind speeds;
determining the maximum wind speed grade capable of being lifted and the allowable wind speeds corresponding to different lifting heights;
each lifting part is provided with an anemometer, the wind speed can be lifted if the actually measured wind speed is less than the allowed wind speed in the lifting process, and the lifting parts can hover and are fixed with the main building single body if the actually measured wind speed exceeds the allowed wind speed in the lifting process.
8. The construction method for multiple lifting of the super high-rise roof heavy steel truss corridor as claimed in claim 6, wherein the asynchronous lifting control is implemented by applying an upward forced displacement at the maximum lifting force of each lifting point for synchronous lifting of each lifting part.
9. The construction method for multiple lifting of the super high-rise roof heavy steel truss corridor as claimed in claim 1, wherein the first lifting part is lifted to the proper position to embed the connecting rod between the first lifting part and the main building unit, and the subsequent lifting parts are lifted to the proper position to embed the connecting rod between the first lifting part and the main building unit.
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