CN115288300A - Integral lifting method for single-layer spherical reticulated shell dome - Google Patents
Integral lifting method for single-layer spherical reticulated shell dome Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B1/3511—Lift-slab; characterised by a purely vertical lifting of floors or roofs or parts thereof
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
- E04B2001/3588—Extraordinary methods of construction, e.g. lift-slab, jack-block using special lifting or handling devices, e.g. gantries, overhead conveying rails
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Abstract
The invention discloses an integral lifting method of a single-layer spherical reticulated shell dome, which comprises the steps of arranging a lifting unit support jig frame, assembling ground scattered pieces, installing upper and lower lifting hoisting points and a prestress tensioning cable, tensioning prestress in batches, trial lifting and continuous lifting, closing a filling gear, gradually unloading in a grading manner, dismantling an auxiliary device and the like. The upper and lower lifting points of the invention are reasonably designed, and the lower lifting point is utilized to set the prestressed tensioning cable, the prestressed tensioning cable is prestressed to tension before the net shell is lifted, the internal stress of each rod piece and node is effectively adjusted, the structural deformation in the lifting process is reduced, and the horizontal thrust generated by the net shell at the support can be balanced; the construction difficulty is low, the efficiency is high, and the construction quality can be well guaranteed; the overhead operation is reduced, multi-professional cooperative construction is realized, multi-process interpenetration work is realized, the investment of measure cost is reduced, and the construction period is reasonably optimized; the prestress batch tensioning and unloading and the precise control of the lifting process enable the stability in the whole lifting process to be higher.
Description
Technical Field
The invention relates to the technical field of steel structure construction, in particular to an integral lifting method of a single-layer spherical reticulated shell dome.
Background
The latticed shell structure of the building has strong vigor and wide development prospect in recent years due to the advantages of being rich in vigor, beautiful in shape and flexible in space. The latticed shell structure can be divided into a single-layer latticed shell and a double-layer latticed shell according to the number of layers; according to the surface shape, the net shell can be divided into a spherical net shell, a hyperboloid net shell, a cylindrical net shell, a hyperboloid net shell and the like. For a double-layer reticulated shell structure, stability problems generally do not arise, but a single-layer reticulated shell structure is often destabilized due to its low stiffness and low thickness. In recent years, with the increase of the span of the latticed shell structure, the construction of the ultra-large span single-layer latticed shell structure faces a great challenge.
In the construction of the latticed shell structure, the latticed shell integral lifting technology has great advantages in the aspects of construction efficiency, quality, safety and economy, but how to control the stress and strain of a structural system in the lifting process of the latticed shell, and the synchronism in the lifting process is the construction difficulty for installing the single-layer spherical latticed shell.
Therefore, it is an urgent technical problem to develop an integral lifting method for a single-layer spherical reticulated shell dome with low construction difficulty and high construction quality and efficiency.
Disclosure of Invention
Due to the defects in the prior art, the invention provides an integral lifting method of a single-layer spherical reticulated shell dome, and aims to solve the problems that the construction quality is difficult to guarantee and the construction efficiency is low in the prior art.
In order to achieve the purpose, the invention provides a construction method for lifting a single-layer spherical reticulated shell dome, which is characterized by comprising the following steps of: the method comprises the following steps:
s1, completing hoisting and welding of a non-hoisting unit of a spherical reticulated shell dome;
s2, setting a lifting unit to support a jig frame: building the jig frame on two adjacent layers of the low-rise floor;
s3, assembling the scattered sheets of the lifting unit on the jig frame to form an integrated lifting unit;
s4, installing a temporary stay bar at the center of the spherical surface of the lifting unit;
s5, installing an upper lifting point, a lower lifting point and a prestress tension cable on the lifting unit: the lower lifting point is arranged on the outer ring beam of the lifting unit; the upper lifting hoisting point and the lower lifting hoisting point are in one-to-one correspondence, and the interval between the two adjacent hoisting points is 30-40 degrees; each lower lifting point is used as one end part of the annular tensile cable and the radial tensile cable;
s6, tensioning prestress on the lifting unit in batches;
s7, installing a lifting tractor and a hydraulic jack at the upper lifting hoisting point, and installing a lifting cable and an anchorage device between the upper lifting hoisting point and the lower lifting hoisting point;
s8, debugging electric power and hydraulic equipment, and trying to stretch the lifting cables to ensure that all the lifting cables are uniformly stressed; adjusting the circumferential tension cable to control the deflection;
step S9, trial promotion: locking the lifting unit after the lifting unit is separated from the jig frame by 150-350 mm, observing and measuring the deformation of the lifting unit, and adjusting the circumferential tension cable again;
s10, after the lifting unit is continuously lifted in place, locking the hydraulic jack, then adjusting in the horizontal direction and temporarily fixing, and carrying out butt joint and gear supplementing folding on the lifting unit and the non-lifting unit;
s11, symmetrically unloading the prestressed tension cable in batches, and removing the reinforcing measures of the lifting unit; dismantling the hydraulic lifting equipment and the lifting frame;
and S12, synchronously, grading and slowly unloading each hoisting point, so that the self weight of the lifting unit is transferred to a non-lifting unit of the latticed shell to form integral stress.
The construction method reasonably designs the positions of the upper lifting point and the lower lifting point, utilizes the lower lifting point to set the prestress tensioning cable, and effectively adjusts the internal stress of each rod piece and each node before the latticed shell is lifted, thereby reducing the structural deformation in the lifting process and balancing the horizontal thrust generated by the latticed shell at the support; not only the construction difficulty is low, efficient, can guarantee construction quality moreover well. The construction method realizes the step-by-step tensioning from the high-altitude scattered assembly of the full-space red scaffold and the adjustment of synchronous lifting controlled by the computer, greatly reduces the high-altitude construction operation, realizes multi-professional cooperative construction, and multi-process interpenetration work, can well eliminate potential safety hazards, simultaneously reduces the investment of measure cost, and reasonably optimizes the construction period.
Furthermore, interim vaulting pole includes 1 vertical member of pipe and 1 slant member, sets up below net shell center ring roof beam department, as radially opening the central support point of cable. This technical feature may further strengthen the lifting reticulated shell element.
Furthermore, every two sections of the prestress tension cables are paired, and each pair of tension cables is symmetrical about the central axis of the spherical reticulated shell.
Furthermore, each section of the prestress tension cable is two steel strands with the diameter of 15.2 mm.
Further, the process of applying prestress to the radial tension cable in batches to achieve the cable force required by calculation comprises the following steps:
in the 1 st batch, all the tension cables are sequentially pre-tightened to 10 percent of cable force preliminarily;
in the 2 nd batch, sequentially tensioning each tensioning cable to 50 percent of cable force according to the sequence of the included angles of the tensioning cables from large to small;
in the 3 rd batch, each tension cable is sequentially tensioned to 90% of cable force according to the sequence that the included angle of the tension cables is from small to large;
and in the 4 th batch, sequentially tensioning each tensioning cable to 100 percent of cable force according to the sequence of the included angles of the tensioning cables from large to small.
This feature makes the application of pre-stress less likely to cause a failure in the stability of the reticulated shell structure.
Furthermore, 4 1860-grade steel strands with the diameter of 15.2mm penetrate through a hydraulic lifting tractor, and 2 left-handed and 2 right-handed steel strands are matched to serve as lifting ropes. The technical characteristic enables the upper limit of the stress of the lifting rope to be improved.
Further, in step S9, the step of gradually increasing the cylinder pressure is performed during the trial lift: the lifting units are loaded in a grading manner based on the counter force values of the lifting points calculated by computer simulation, and the pressure of the extending cylinder of the hydraulic lifting system at each lifting point is increased in a grading manner, namely 20%, 40%, 60%, 70% and 80% in sequence; under the condition that no abnormity of each part is confirmed, the loading can be continued to 90 percent, 95 percent and 100 percent until all the lifting units are separated from the assembling jig frame. This technical feature contributes to improving the stability and controllability of the lifting process.
Further, the continuous lifting method of step S10 includes the following steps:
s101, standing for 24 hours after the trial lifting is finished, measuring displacement data again, and starting continuous lifting after ensuring that the relative deformation is within an allowable error;
s102, setting a plurality of strokes for each lifting section, and setting the speed to be 3-4 m/h;
step S103, carrying out displacement measurement after the current lifting section is finished, analyzing data to obtain displacement deviation, and carrying out horizontal adjustment on a lifting part when the asynchronous deviation is more than 20 mm; when the asynchronous deviation is within the allowable deviation range, the previous step is continuously repeated, and the next lifting section is continuously lifted; the above steps are repeated in a circulating mode until the lifting unit is 200mm away from the designed elevation, and lifting is suspended;
step S104, finely adjusting each hoisting point and continuously measuring and rechecking at a position which is 200mm away from the designed elevation, and finally ensuring that the hoisting part is completely in place by taking elevation control as a standard;
and S105, after the lifting part reaches the designed elevation, locking the upper anchor plate and the lower anchor plate of the lifting tractor, fixing the lifting part and the main steel structure firmly by using a chain block, and hoisting the closure area supplementary rod.
This technical feature contributes to improving the stability and controllability of the lifting process.
Furthermore, the whole synchronous control of the continuous lifting process adopts a PLC to control a hydraulic group jacking/lifting automatic system, namely, double closed-loop control of oil pressure and displacement is adopted, and working parameters are set through an operation interface of a single computer, so that the automatic continuous operation of the whole hydraulic system including all hydraulic pump stations and jacks is realized.
Furthermore, when the lifting units are folded, if the lifting units deviate, the vertical displacement of the lifting units is adjusted by using the lifting tractor, the horizontal displacement of the lifting units is adjusted by using the chain block, and the welding operation is performed after the positions are adjusted. The technical characteristic can improve the position control precision of the lifting unit.
Further, in the step S12, unloading the prestressed tension cable needs to be performed symmetrically to the diagonal line, and unloading is performed in batches, specifically:
in the 1 st batch, unloading to 85% of cable force in sequence according to the sequence of the included angles of the tension cables from large to small;
in the 2 nd batch, unloading to 60 percent of cable force in sequence according to the sequence that the included angle of the tension cable is from small to large;
in the 3 rd batch, unloading to 30% of cable force in sequence according to the sequence that the included angle of the tension cable is from large to small;
and in the 4 th batch, sequentially unloading to 0 cable force according to the sequence that the included angle of the tension cable is from small to large.
Compared with the prior art, the invention has the following advantages or beneficial effects:
(1) The upper and lower hoisting points are reasonably designed, and the lower hoisting point is used for arranging the prestress tension cable, the prestress tension is carried out before the reticulated shell is hoisted, the internal stress of each rod piece and each node is effectively adjusted, the structural deformation in the hoisting process is reduced, and the horizontal thrust generated by the reticulated shell at the support can be balanced; the construction difficulty is low, the efficiency is high, and the construction quality can be well guaranteed;
(2) The method has the advantages that the step of stretching from 'full-space red scaffold high-altitude scattered assembly' to 'grading tensioning and computer control synchronous lifting' is realized, high-altitude construction operation is greatly reduced, multi-professional cooperative construction is realized, multi-process interpenetration work is realized, potential safety hazards can be well eliminated, meanwhile, the investment of measure cost is reduced, and the construction period is reasonably optimized;
(3) The prestress batch tensioning and unloading and the precise control of the lifting process ensure that the stability of the latticed shell structure is higher in the integral lifting process.
Drawings
The invention and its features, aspects and advantages will become more apparent from reading the following detailed description of non-limiting embodiments with reference to the accompanying drawings. Like reference symbols in the various drawings indicate like elements. The drawings are not necessarily to scale, emphasis instead being placed upon illustrating the principles of the invention.
FIG. 1 is a flow chart of a construction method according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of an overall structure of the embodiment of the present invention before trial lift;
FIG. 3 is a schematic diagram of a partial structure before trial lift according to an embodiment of the present invention;
FIG. 4 is a side perspective view of a tension cable according to an embodiment of the present invention;
FIG. 5 is a schematic diagram of a spherical reticulated shell butt joint folding structure according to an embodiment of the present invention;
FIG. 6 is a schematic view of a construction completion structure according to an embodiment of the present invention;
the system comprises a base, a lifting unit, a temporary supporting rod, a lower lifting point, a lifting unit, a non-lifting unit, a jig frame, a lifting unit, a temporary supporting rod, a lower lifting point, an upper lifting point, a lifting steel beam bracket, a lifting tractor, a tensioning hoop cable, a tensioning radial cable, a compensating rod and a lifting cable, wherein the base is 1, the jig frame is 2, the lifting unit is 3, the temporary supporting rod is 4, the lower lifting point is 5, the upper lifting point is 6, the lifting steel beam bracket is 61, the lifting tractor is 62, the tensioning hoop cable is 7, the tensioning radial cable is 8, the compensating rod is 9, and the lifting cable is 10.
Detailed Description
The structure of the present invention will be further described with reference to the accompanying drawings and specific examples, but the present invention is not limited thereto.
Examples
The project for implementing single-layer spherical reticulated shell dome lifting is a hotel 1# building. The dome is of a connected square-Kaiwaite mixed type single-layer spherical reticulated shell structure, the maximum diameter is 58.8m, the top elevation is 97.4m, the top elevation of the outermost ring beam is 87.3m, and the rise is 10.1m. And the outermost ring beam is rigidly connected with the outer ring steel column of the lower main body structure. The maximum section of the latticed shell structural member is B400 multiplied by 250 multiplied by 8, the minimum section is B300 multiplied by 150 multiplied by 8, and the material is Q235B. The total weight of the reticulated shell was 246t, with the lifted portion of the reticulated shell weighing approximately 116t and the lift height being approximately 75.3m.
A construction method for lifting a single-layer spherical reticulated shell dome comprises the following steps shown in figure 1: with reference to figures 2 and 3 of the drawings,
and S1, completing hoisting and welding of the non-hoisting unit 1 of the spherical reticulated shell dome.
Step S2, a lifting unit is arranged to support the jig frame 2: and building the moulding bed on the third floor and the fourth floor.
And S3, assembling the scattered pieces of the lifting unit on the jig frame 2 of the four-storey floor to form an integrated lifting unit 3.
S4, installing a temporary support rod 4 in the center of the spherical surface of the lifting unit; in this embodiment, interim vaulting pole includes 1 vertical member of pipe and 1 slant member, sets up below cell-shell center ring roof beam department, as the central support point of radial stretching cable.
S5, installing an upper lifting point, a lower lifting point and a prestress tension cable on the lifting unit: the lower lifting hoisting point 5 is arranged on an outer ring beam of the lifting unit; the upper lifting hoisting point and the lower lifting hoisting point are in one-to-one correspondence, and the interval between the two adjacent hoisting points is 30-40 degrees; each lower lifting point is used as one end part of an annular tension cable 7 and a radial tension cable 8; the upper lifting and hanging point 6 comprises a lifting frame and a lifting bracket 61. The upper lifting points are arranged on 19 layers of platform main structures. In the embodiment, each two sections of the prestress tension cables are paired, and each pair of tension cables is symmetrical about the central axis of the spherical reticulated shell. Each section of the prestress tension cable is two steel strands with the diameter of 15.2 mm. It is understood that the specification of the steel strand selected by the prestressed tension cable is determined according to the size of the unit to be lifted and the tension force required by calculation, and the steel strand can be steel strands with other suitable specifications.
Step S6, referring to fig. 4, tensioning the lifting unit 3 by prestressing in batches; in this embodiment, a hoisting lower hoisting point is set at the E/F/G position, and prestressing is applied to the a/B/D steel strand cables in batches to achieve the process of calculating the required cable force, which includes the following steps:
in the 1 st batch, all the tension cables are sequentially pre-tightened to 10 percent of cable force preliminarily;
in the 2 nd batch, sequentially tensioning the A/B/D tensioning cables to 50 percent of cable force according to the sequence of the included angles of the tensioning cables from large to small;
in the 3 rd batch, sequentially tensioning the D/B/A tensioning cables to 90% of cable force according to the sequence of the included angle of the tensioning cables from small to large;
in the 4 th batch, the A/B/D tension cables are sequentially tensioned to 100 percent of cable force according to the sequence that the included angles of the tension cables are from large to small.
S7, installing a lifting tractor 62 and a hydraulic jack at an upper lifting point, and installing a lifting cable 10 and an anchorage device between the upper lifting point and a lower lifting point; in this embodiment, 4 1860 steel strands with a diameter of 15.2mm are passed through a hydraulic lifting tractor, and 2 left-handed and 2 right-handed steel strands are used as lifting ropes. It will be appreciated that the wire gauge of the hoist cable is selected according to the weight of the unit to be hoisted and the type of tractor, and may be other suitable wire gauges.
S8, debugging electric power and hydraulic equipment, and stretching the lifting cables 10 in a trial mode to ensure that all the lifting cables are stressed uniformly; and adjusting the annular tension cable 7 to control the deflection.
Step S9, trial promotion: locking the lifting unit after the lifting unit is separated from the jig frame by 150-350 mm, observing and measuring the deformation of the lifting unit, and adjusting the circumferential tension cable 7 again; in this embodiment, the step of gradually increasing the pressure of the cylinder is performed during the trial lift: the lifting units are loaded in a grading manner according to the counter force values of the lifting hoisting points calculated by computer simulation, and the extending cylinder pressure of the hydraulic lifting system at each hoisting point is increased in a grading manner, namely 20%, 40%, 60%, 70% and 80% in sequence; under the condition that no abnormity of each part is confirmed, the loading can be continued to 90 percent, 95 percent and 100 percent until all the lifting units are separated from the assembling jig frame. This technical feature contributes to improving the stability and controllability of the lifting process.
And S10, referring to fig. 5, after the lifting is continuously carried out in place, locking the hydraulic jack, then carrying out adjustment in the horizontal direction and temporary fixing, and carrying out butt joint and complementary gear folding of the lifting unit and the non-lifting unit. In this embodiment, the synchronization control of the whole continuous lifting process adopts a PLC to control the hydraulic group jack/lifting automatic system, that is, the double closed-loop control of oil pressure and displacement is adopted, and the operating parameters are set through the operating interface of a single computer, so as to realize the automatic continuous operation of the whole hydraulic system including all the hydraulic pump stations and jacks. When the lifting units are folded, if the lifting units deviate, the vertical displacement of the lifting units is adjusted by using the lifting tractor, the horizontal displacement of the lifting units is adjusted by using the chain block, and the welding operation is carried out after the positions are adjusted. The technical characteristic can improve the position control precision of the lifting unit.
S11, symmetrically unloading the prestressed tension cable in batches, and removing the reinforcing measures of the lifting unit; dismantling the hydraulic lifting equipment and a lifting frame;
and S12, referring to FIG. 6, synchronously and slowly unloading each hoisting point in a grading way, so that the structural dead weight of the hoisting unit is transferred to a non-hoisting unit of the latticed shell to form integral stress. In this embodiment, the unloading of the prestressed tension cable needs to be carried out symmetrically and simultaneously on the diagonal, and the unloading is carried out in batches, specifically:
in the 1 st batch, unloading to 85% of cable force in sequence according to the sequence of the included angles of the tension cables from large to small;
in the 2 nd batch, unloading to 60 percent of cable force in sequence according to the sequence that the included angle of the tension cable is from small to large;
in the 3 rd batch, unloading to 30% of cable force in sequence according to the sequence that the included angle of the tension cable is from large to small;
and in the 4 th batch, sequentially unloading to 0 cable force according to the sequence that the included angle of the tension cable is from small to large.
In this embodiment, the continuous lifting method in step S10 includes the following steps:
s101, standing for 24 hours after the trial lifting is finished, measuring displacement data again, and starting continuous lifting after ensuring that the relative deformation is within an allowable error;
s102, setting a plurality of strokes for each lifting section, and setting the speed to be 3-4 m/h;
step S103, carrying out displacement measurement after the current lifting section is finished, analyzing data to obtain displacement deviation, and carrying out horizontal adjustment on the lifting part when the asynchronous deviation is more than 20 mm; when the asynchronous deviation is within the allowable deviation range, the previous step is continuously repeated, and the next lifting section is continuously lifted; the above steps are repeated in a circulating mode until the lifting unit is 200mm away from the designed elevation, and lifting is suspended;
s104, finely adjusting each hoisting point and continuously measuring and rechecking at a position which is 200mm away from the designed elevation, and finally ensuring that the hoisting part is completely in place by taking elevation control as a standard;
and S105, after the lifting part reaches the designed elevation, locking the upper anchor plate and the lower anchor plate of the lifting tractor, fixing the lifting part and the main steel structure firmly by using a chain block, and hoisting the closure area supplementary rod.
In conclusion, the invention provides an integral lifting method of a single-layer spherical reticulated shell dome, which comprises the steps of arranging a lifting unit support jig frame, assembling ground scattered pieces, installing upper and lower lifting hoisting points and a prestress tensioning cable, tensioning prestress in batches, trial lifting and continuous lifting, closing a complementary gear, slowly unloading in stages, dismantling an auxiliary device and the like. The upper and lower lifting points of the invention are reasonably designed, and the lower lifting point is utilized to set the prestressed tensioning cable, the prestressed tensioning cable is prestressed to tension before the net shell is lifted, the internal stress of each rod piece and node is effectively adjusted, the structural deformation in the lifting process is reduced, and the horizontal thrust generated by the net shell at the support can be balanced; the construction difficulty is low, the efficiency is high, and the construction quality can be well guaranteed; the overhead operation is reduced, multi-professional cooperative construction is realized, multi-process interpenetration work is realized, the investment of measure cost is reduced, and the construction period is reasonably optimized; the prestress batch tensioning and unloading and the precise control of the lifting process enable the stability in the whole lifting process to be higher.
Those skilled in the art will appreciate that variations may be implemented by those skilled in the art in combination with the prior art and the above-described embodiments, and will not be described herein in detail. Such variations do not affect the essence of the present invention, and are not described herein.
The above description is of the preferred embodiment of the invention. It is to be understood that the invention is not limited to the particular embodiments described above, in that devices and structures not described in detail are understood to be implemented in a manner common in the art; those skilled in the art can make many possible variations and modifications to the disclosed embodiments, or modify equivalent embodiments to equivalent variations, without departing from the spirit of the invention, using the methods and techniques disclosed above. Therefore, any simple modification, equivalent change and modification made to the above embodiments according to the technical essence of the present invention are still within the scope of the protection of the technical solution of the present invention, unless the contents of the technical solution of the present invention are departed.
Claims (11)
1. A construction method for lifting a dome of a single-layer spherical reticulated shell is characterized by comprising the following steps: the method comprises the following steps:
s1, completing hoisting and welding of a non-hoisting unit of the spherical reticulated shell dome;
s2, setting a lifting unit to support a jig frame: building the jig frame on two adjacent layers of the low-rise floor;
s3, assembling the scattered sheets of the lifting unit on the jig frame to form an integrated lifting unit;
s4, installing a temporary stay bar at the spherical center of the lifting unit;
s5, installing an upper lifting point, a lower lifting point and a prestress tension cable on the lifting unit: the lower lifting point is arranged on the outer ring beam of the lifting unit; the upper lifting point and the lower lifting point are in one-to-one correspondence, and the interval between the two adjacent lifting points is 30-40 degrees; each lower lifting point is used as one end part of the annular tension cable and the radial tension cable;
s6, tensioning prestress on the lifting unit in batches;
s7, installing a lifting tractor and a hydraulic jack at the upper lifting hoisting point, and installing a lifting cable and an anchorage device between the upper lifting hoisting point and the lower lifting hoisting point;
s8, debugging electric power and hydraulic equipment, and trying to stretch the lifting cables to ensure that all the lifting cables are uniformly stressed; adjusting the circumferential tension cable to control the deflection;
step S9, trial promotion: locking the lifting unit after the lifting unit is separated from the jig frame by 150-350 mm, observing and measuring the deformation of the lifting unit, and adjusting the circumferential tension cable again;
step S10, continuous lifting: after the lifting unit is continuously lifted in place, the hydraulic jack is locked, then adjustment in the horizontal direction is carried out, temporary fixation is carried out, and butt joint gear supplementing folding of the lifting unit and the non-lifting unit is carried out;
s11, symmetrically unloading the prestressed tension cable in batches, and removing the reinforcing measures of the lifting unit; dismantling the hydraulic lifting equipment and a lifting frame;
and S12, synchronously, grading and slowly unloading each hoisting point, so that the self weight of the lifting unit is transferred to a non-lifting unit of the latticed shell to form integral stress.
2. The construction method for lifting a dome of a single-layer spherical reticulated shell according to claim 1, wherein the temporary stay bars comprise 1 circular tube vertical rod and 1 oblique rod, and are arranged below the central circular beam of the reticulated shell to serve as a central supporting point of a radial tensioning cable.
3. The method as claimed in claim 1, wherein the prestressed tension cables are paired in two segments, and each pair of tension cables is symmetrical about the central axis of the spherical reticulated shell.
4. The construction method for lifting a dome with a single spherical reticulated shell as claimed in claim 1 or 3, wherein each segment of the prestressed tensioning cable is two steel strands with a diameter of 15.2 mm.
5. The construction method for lifting the dome with the single-layer spherical reticulated shell according to claim 3, wherein the process of applying prestress to the radial tensile cables in batches to achieve the cable force required by calculation comprises the following steps:
in the 1 st batch, all the tension cables are sequentially pre-tightened to 10 percent of cable force preliminarily;
in the 2 nd batch, sequentially tensioning each tensioning cable to 50 percent of cable force according to the sequence of the included angles of the tensioning cables from large to small;
in the 3 rd batch, each tension cable is sequentially tensioned to 90% of cable force according to the sequence that the included angle of the tension cables is from small to large;
and in the 4 th batch, sequentially tensioning each tensioning cable to 100 percent of cable force according to the sequence of the included angles of the tensioning cables from large to small.
6. The construction method for lifting the dome of the single-layer spherical reticulated shell according to claim 1, wherein 4 steel strands 1860 with the diameter of 15.2mm pass through a hydraulic lifting tractor, and 2 left-handed and 2 right-handed steel strands are matched to serve as lifting ropes.
7. The construction method for lifting a dome of a single-layer spherical reticulated shell according to claim 1, wherein in the step S9, the step of gradually increasing the pressure of the cylinder is adopted for staged loading during trial lifting: the lifting units are loaded in a grading manner according to the counter force values of the lifting hoisting points calculated by computer simulation, and the extending cylinder pressure of the hydraulic lifting system at each hoisting point is increased in a grading manner, namely 20%, 40%, 60%, 70% and 80% in sequence; under the condition that no abnormity of each part is confirmed, the loading can be continued to 90 percent, 95 percent and 100 percent until all the lifting units are separated from the assembling jig frame.
8. The construction method for lifting a dome with a single spherical reticulated shell according to claim 1, wherein the continuous lifting method of step S10 comprises the following steps:
s101, standing for 24 hours after the trial lifting is finished, measuring displacement data again, and starting continuous lifting after ensuring that the relative deformation is within an allowable error;
s102, setting a plurality of strokes for each lifting section, and setting the speed to be 3-4 m/h;
step S103, carrying out displacement measurement after the current lifting section is finished, analyzing data to obtain displacement deviation, and carrying out horizontal adjustment on the lifting part when the asynchronous deviation is more than 20 mm; when the asynchronous deviation is within the allowable deviation range, the previous step is continuously repeated, and the next lifting section is continuously lifted; the above steps are repeated in a circulating mode until the lifting unit is 200mm away from the designed elevation, and lifting is suspended;
s104, finely adjusting each hoisting point and continuously measuring and rechecking at a position which is 200mm away from the designed elevation, and finally ensuring that the hoisting part is completely in place by taking elevation control as a standard;
and S105, after the lifting part reaches the designed elevation, locking the upper anchor plate and the lower anchor plate of the lifting tractor, fixing the lifting part and the main steel structure firmly by using a chain block, and hoisting the closure area supplementary rod.
9. The construction method for lifting the dome of the single-layer spherical reticulated shell according to claim 1 or 8, wherein the synchronization control of the whole continuous lifting process adopts a PLC to control a hydraulic group jacking/lifting automatic system, namely, double closed-loop control of oil pressure and displacement is adopted, and working parameters are set through an operation interface of a single computer, so that the automatic continuous operation of the whole hydraulic system including all hydraulic pump stations and jacks is realized.
10. The construction method for lifting a dome of a single-layer spherical reticulated shell according to claim 8, wherein if the lifting units are deviated when the lifting units are folded, the vertical displacement of the lifting units is adjusted by a lifting tractor, the horizontal displacement of the lifting units is adjusted by a chain block, and the welding operation is performed after the positions of the lifting units are adjusted.
11. The construction method for lifting a dome of a single-layer spherical reticulated shell according to claim 3 or 5, wherein in the step S12, the prestressed tension cable unloading is carried out diagonally symmetrically and simultaneously, and the unloading is carried out in batches, specifically:
in the 1 st batch, unloading to 85% of cable force in sequence according to the sequence of the included angles of the tension cables from large to small;
sequentially unloading to 60% of cable force in the 2 nd batch according to the sequence of the included angle of the tension cable from small to large;
in the 3 rd batch, unloading to 30% of cable force in sequence according to the sequence that the included angle of the tension cable is from large to small;
and in the 4 th batch, sequentially unloading to 0 cable force according to the sequence that the included angle of the tension cable is from small to large.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115613699A (en) * | 2022-12-14 | 2023-01-17 | 中铁建工集团有限公司 | Steel-aluminum combined single-layer curved surface latticed shell structure and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115613699A (en) * | 2022-12-14 | 2023-01-17 | 中铁建工集团有限公司 | Steel-aluminum combined single-layer curved surface latticed shell structure and construction method |
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