CN116181079A - Integral lifting device and method for heavy steel truss and large-diameter aluminum alloy reticulated shell structure - Google Patents
Integral lifting device and method for heavy steel truss and large-diameter aluminum alloy reticulated shell structure Download PDFInfo
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- CN116181079A CN116181079A CN202211632130.8A CN202211632130A CN116181079A CN 116181079 A CN116181079 A CN 116181079A CN 202211632130 A CN202211632130 A CN 202211632130A CN 116181079 A CN116181079 A CN 116181079A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 101
- 239000010959 steel Substances 0.000 title claims abstract description 101
- 229910000838 Al alloy Inorganic materials 0.000 title claims abstract description 47
- 238000000034 method Methods 0.000 title claims abstract description 36
- 238000013461 design Methods 0.000 claims abstract description 17
- 238000012544 monitoring process Methods 0.000 claims abstract description 12
- 230000001360 synchronised effect Effects 0.000 claims abstract description 8
- 238000003466 welding Methods 0.000 claims abstract description 6
- 238000007689 inspection Methods 0.000 claims abstract description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 11
- 239000004567 concrete Substances 0.000 claims description 9
- 230000003068 static effect Effects 0.000 claims description 8
- 230000005856 abnormality Effects 0.000 claims description 3
- 230000001737 promoting effect Effects 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 238000009966 trimming Methods 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 7
- 239000010410 layer Substances 0.000 description 19
- 238000005516 engineering process Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
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- 238000006073 displacement reaction Methods 0.000 description 1
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- 238000012986 modification Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
- E04G21/162—Handles to carry construction blocks
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/02—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring length, width, or thickness
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C5/00—Measuring height; Measuring distances transverse to line of sight; Levelling between separated points; Surveyors' levels
- G01C5/04—Hydrostatic levelling, i.e. by flexibly interconnected liquid containers at separated points
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
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Abstract
The invention relates to the technical field of constructional engineering, in particular to a device and a method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure, which comprise the following steps: arranging lifting points and monitoring points; installing a multi-layer floor steel truss structure lifting equipment facility, a bracket and a lifting appliance temporary measure, assembling a floor steel frame at low altitude on the ground, and installing a lifting device; the whole lifting equipment is debugged, and the latticed shell structure is lifted off the ground; lifting the latticed shell structure to the vicinity of the original design position; slowly lifting the latticed shell structure to a truss structure design position; and (5) installing other rear repair rod pieces for connection, detecting the welding quality of the rear repair rod pieces, and carrying out grading synchronous unloading after the quality inspection is qualified, so that the lifting is finished. The heavy steel truss is lifted after being assembled into a whole on the ground platform, so that the whole assembly of the heavy steel truss is guaranteed, the problem of high-altitude assembly and positioning difficulty is avoided, the steel member of the truss is guaranteed to be positioned accurately, and the construction efficiency is improved.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a device and a method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure.
Background
With the increasing popularity of the domestic science and technology industry, the science and technology stadium architecture of China follows the steps of 'science and technology', and the architecture design is condensed, the mind is full of mind, and the unique architecture appearance highlights the novel and technological sense of 'future technology'. In order to make the aluminum alloy net shell structure show strong times and technology sense, a large amount of cross steel trusses and large-diameter aluminum alloy net shell structures are assembled and connected at low altitude, but no proper lifting device and method are available in the prior art for integrally lifting the cross steel trusses and the large-diameter aluminum alloy net shell structures, so that the design of a device and method for integrally lifting the heavy steel trusses and the large-diameter aluminum alloy net shell structures is very important.
Disclosure of Invention
The invention aims to solve the problem that a cross steel truss and a large-diameter aluminum alloy latticed shell structure which are spliced and connected in low altitude do not have a proper lifting method, and provides a device and a method for integrally lifting the heavy steel truss and the large-diameter aluminum alloy latticed shell structure.
In order to achieve the above object, the technical scheme of the present invention is as follows:
the integral lifting method of the heavy steel truss and the large-diameter aluminum alloy latticed shell structure comprises the following steps:
step 1: lifting point arrangement: dividing a large-diameter aluminum alloy net shell structure into multiple layers by taking the large-diameter aluminum alloy net shell structure as a core barrel, and arranging lifting hanging points on the inner and outer walls of each layer of the core barrel;
step 2: monitoring point arrangement: arranging a stress sensor and a static level gauge, and monitoring the cross truss and the multi-layer steel truss;
step 3: and (3) integrally lifting: the method comprises the following steps:
step 3.1: installing multi-layer floor steel truss structure lifting equipment facilities, brackets and temporary lifting tool measures, splicing floor steel frames at low altitude on the ground, and installing lower lifting tools, lower lifting tool reinforcing rods and lifting brackets;
step 3.2: the whole debugging of the lifting equipment is carried out, and after the error is confirmed, the latticed shell structure is lifted off the ground;
step 3.3: normal lifting operation, namely lifting the latticed shell structure to the vicinity of the original design position, and performing fine adjustment treatment on each lifting point to slow down the lifting speed;
step 3.4: slowly lifting the latticed shell structure to the design position of the truss structure, locking the hydraulic lifter, and retesting lifting heights of all lifting points to ensure that the design requirement is met;
step 3.5: and (5) installing other rear repair rod pieces for connection, detecting the welding quality of the rear repair rod pieces, and carrying out grading synchronous unloading after the quality inspection is qualified, so that the lifting is finished.
Further, in the step 1, a five-layer structure heavy steel truss and a large-diameter aluminum alloy net shell are integrally lifted, 48 lifting hanging points are arranged in total, a lifting bracket is arranged by utilizing a reinforced concrete column, and the lifting hanging points are arranged.
Further, 89 stress sensors and 23 sets of static force levels are arranged in the step 2, the cross truss and the five-layer steel truss are subjected to omnibearing health monitoring, the stress using state is monitored in real time, and the stress and strain are ensured to be kept in a reliable range.
Further, in the step 3.2, the loading of 20%,40%,60%,80% and 100% in sequence makes the reticulated shell structure about 100mm away from the ground, and when the lifting amount of one point is different from that of other points, the "single point" fine tuning is performed, and the reticulated shell structure stays for 24 hours.
Further, the single-point fine adjustment ensures that the height difference of the lifting points is within 20mm, ensures that all the lifting points are synchronous, and ensures the smoothness of the lifting channel in the lifting process.
Further, before the formal lifting operation in step 3.3, the normal operation of each aspect is confirmed, and the lifting height of each lifting point is measured every 2m in the lifting period. The lifting height difference among the lifting points is ensured to be in an allowable range, and the steel truss tends to be in a horizontal state during lifting.
Further, the step 3.5 of step 3 is that the hydraulic lifter sequentially reaches 20%,40%,60%,80%, and the step can continue unloading to 100% under the condition that each part is confirmed to be free of abnormality, structural load is completely transferred to the foundation, structural stress forms are converted into design working conditions to be synchronously and stepwise unloaded, and truss structural load is transferred to the steel skeleton column structure and transferred to the core tube.
In order to ensure working condition safety, a finite element model of a structure is built by adopting finite element software ABAQUS, simulation analysis is carried out on the whole construction process of five-layer heavy floor trusses, cross trusses and aluminum alloy spheres, hoisting is carried out by adopting finite element analysis software, and comprehensive checking calculation is carried out in the construction stage and the lifting stage. The stability problem that the aluminum alloy single-layer latticed shell structure is subjected to temporary support structure removal analysis after completion and is integrally lifted with the five-layer steel truss and the cross truss is solved.
The utility model provides a heavy steel truss and whole hoisting device of major diameter aluminum alloy reticulated shell structure, includes the steel truss, steel truss both ends all are equipped with the stand, be equipped with the promotion crossbeam on the stand, it is equipped with the bracing to promote the crossbeam below, be equipped with the riser on the promotion crossbeam, riser one side is equipped with the leading truck, the leading truck is fixed on promoting the crossbeam, correspond the riser below on the steel truss and be equipped with down the hoist. The steel truss is lifted through the cooperation of the lifter and the lower lifting appliance, the lifting direction of the lifter is ensured to be positioned on a lifting center line, and the lifting stability is ensured.
Further, the lifting cross beam is positioned on the inner side of the concrete layer and is a 200t lifting frame; the lifting beam is positioned on the inner side of the concrete layer and is provided with a lifting frame with a rear mounting rod piece in the steel truss corresponding to the lower part of the lower lifting appliance. And the post-installed rod piece is installed after the steel truss is lifted, so that the internal structure of the steel truss is more stable.
Further, the lifting cross beam is positioned above the concrete layer, one side of the upright post is provided with a rear pull rod, and the rear pull rod is connected with a supporting frame; the steel truss is characterized in that a web plate is arranged in the steel truss corresponding to the lower lifting appliance, a reinforcing rod is arranged on the web plate, the reinforcing rod is connected with the web plate and the steel truss below the lower lifting appliance, a rear-mounted rod is connected to the web plate, and the lifting frame is a 500t lifting frame. 500t hoisting frame is more stable owing to install at the stand top, makes the hoisting frame through the back pull rod, increases the stability of steel truss in the promotion in-process through the reinforcement member.
Through the technical scheme, the invention has the beneficial effects that:
according to the invention, the weight, the span and the area of the steel truss which is integrally lifted are not limited by expanding and combining the lifting devices; the flexible rigging is adopted for bearing, so long as reasonable bearing hanging points exist, the lifting height is not limited; the heavy steel truss is lifted after being assembled into a whole on the ground platform, so that the whole assembly of the heavy steel truss is guaranteed, the problem of high-altitude assembly and positioning difficulty is avoided, the steel member of the truss is guaranteed to be positioned accurately, and the construction efficiency is improved; the lifting device has high degree of automation, convenient and flexible operation, good safety, high reliability, wide application range and strong universality; the whole lifting is completed through the assembly of the low-altitude platform, so that the high-altitude operation is greatly reduced, the lifting process time is shorter, and the construction period can be ensured; sensor and static force level are arranged to heavy shaped steel truss and aluminum alloy individual layer reticulated shell structure, strain and displacement to the comprehensive real-time health monitoring of it, ensure the safety and the reliability of whole promotion and use.
Drawings
FIG. 1 is a lifting point layout diagram of the method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure according to the invention;
FIG. 2 is a stress sensor layout diagram of the method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure according to the invention;
FIG. 3 is a layout of a static level of the method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure according to the invention;
FIG. 4 is a schematic view of the construction of the lifting equipment and the support of the method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure according to the present invention;
FIG. 5 is a schematic diagram of the overall lifting and debugging of a synchronous system of the overall lifting method of the heavy steel truss and large-diameter aluminum alloy latticed shell structure;
FIG. 6 is a schematic diagram of a formal integral lifting construction of the integral lifting method of the heavy steel truss and large-diameter aluminum alloy latticed shell structure of the invention;
FIG. 7 is a schematic illustration of the lift design position of the overall lift method of the heavy steel truss and large diameter aluminum alloy latticed shell structure of the present invention;
FIG. 8 is a schematic structural view of a 200t lifting frame of the integral lifting device with a heavy steel truss and large-diameter aluminum alloy latticed shell structure;
FIG. 9 is a schematic structural view of a 350t lifting frame of the integral lifting device with a heavy steel truss and large-diameter aluminum alloy latticed shell structure;
fig. 10 is a schematic structural view of a 500t lifting frame of the integral lifting device with a heavy steel truss and a large-diameter aluminum alloy net shell structure.
The reference numerals in the drawings are: the steel truss is 1, the rear mounting rod piece is 2, the upright post is 3, the lifting cross beam is 4, the guide frame is 5, the lifter is 6, the lower lifting appliance is 7, the lifting center line is 8, the diagonal bracing is 9, the rear pull rod is 10, the web plate is 11, the reinforcing rod piece is 12, and the supporting frame is 13.
Detailed Description
The invention is further described with reference to the drawings and detailed description which follow:
the integral lifting method of the heavy steel truss and the large-diameter aluminum alloy latticed shell structure comprises the following steps:
as shown in fig. 1, step 1: lifting point arrangement: the method comprises the steps of dividing a large-diameter aluminum alloy net shell structure into multiple layers by taking the large-diameter aluminum alloy net shell structure as a core tube, integrally lifting a five-layer structure heavy steel truss and the large-diameter aluminum alloy net shell, setting lifting points on the outer wall of each inner side of the core tube, setting 48 lifting points in total, setting lifting supports by utilizing reinforced concrete columns, and arranging the lifting points. In this embodiment, the total lifting amount is about 6000 tons, the cross truss span connected with the aluminum alloy net shell reaches 76 meters, the lifting area is about 1.1 kilo-square meters, lifting points are arranged on the upper chord positions of the reserved truss structure outside the five layers of the inner side of the four core tube areas, and hydraulic lifters are installed, wherein the total lifting amount is 500t 8, 350t 8, 200t 22 and 60t 10, 48 lifting points are total, and the lifting amount is about 11800 t.
In this stage, 8 total lifting points 6, 7, 18, 19, 30, 31, 42 and 43 use TJJ-5000 type 500t hydraulic lifters, 8 total lifting points 1, 12, 13, 24, 25, 36, 37 and 48 use TJJ-3500 type 350t hydraulic lifters, 10 total lifting points 5, 8, 17, 20, 23, 26, 29, 32, 41 and 44 use TJJ-600 type 60t hydraulic lifters, and the rest 22 lifting points are provided with TJJ-2000 type 200t hydraulic lifters.
As shown in fig. 2 and 3, step 2: monitoring point arrangement: arranging stress sensors and static leveling gauges, monitoring the cross truss and the five-layer steel truss, arranging 89 stress sensors in total, and carrying out omnibearing health monitoring on the cross truss and the five-layer steel truss by 23 sets of static leveling gauges, and monitoring the stress use state in real time to ensure that the stress and the strain are kept in a reliable range;
step 3: and (3) integrally lifting: the method comprises the following steps:
as shown in fig. 4, step 3.1: installing five-layer floor steel truss structure lifting equipment facilities, brackets and temporary lifting appliance measures, splicing floor steel frames at low altitude on the ground, and installing a lower lifting appliance, a lower lifting appliance reinforcing rod piece and a lifting bracket;
as shown in fig. 5, step 3.2: the hydraulic lifter, the hydraulic pump source and the synchronous control system are integrally debugged, after no error is confirmed, the net shell structure is lifted off the ground, the net shell structure is enabled to be about 100mm away from the ground by 20%,40%,60%,80% and 100% of loading, when the lifting amount of one point is different from that of other points, single-point fine tuning is carried out, and the net shell structure stays for 24 hours;
as shown in fig. 6, step 3.3: before formally lifting operation, confirming normal operation of all aspects; the lifting height of each lifting point is measured every 2m in the lifting period, the single-point fine adjustment processing ensures that the height difference of the lifting points is within 20mm, the synchronization of each lifting point is ensured, and the smoothness of a lifting channel is ensured in the lifting process; and (3) normal lifting operation, namely lifting the reticulated shell structure to the vicinity of the original design position, and performing fine adjustment treatment on each lifting point to slow down the lifting speed.
As shown in fig. 7, step 3.4: slowly lifting the latticed shell structure to the design position of the truss structure, locking the hydraulic lifter, and retesting lifting heights of all lifting points to ensure that the design requirement is met;
as shown in fig. 7, step 3.5: and (3) installing other rear repair members for connection, detecting the welding quality of the steel bar, performing grading synchronous unloading after quality inspection is qualified, sequentially unloading the steel bar to 20%,40%,60% and 80% by the hydraulic lifter, continuously unloading the steel bar to 100% under the condition that each part is confirmed to be free of abnormality, completely transferring structural load to a foundation, converting structural stress form into design working condition synchronous grading unloading, transferring truss structural load to a steel column structure, transferring the truss structural load to a core barrel, and finishing lifting.
As shown in fig. 8-10, the integral lifting device for the heavy steel truss and the large-diameter aluminum alloy reticulated shell structure comprises a steel truss 1, wherein upright posts 3 are arranged at two ends of the steel truss 1, lifting cross beams 4 are arranged on the upright posts 3, diagonal braces 9 are arranged below the lifting cross beams 4, lifters 6 are arranged on the lifting cross beams 4, guide frames 5 are arranged on one sides of the lifters 6, the guide frames 5 are fixed on the lifting cross beams 4, and lower lifting slings 7 are arranged on the steel truss 1 corresponding to the lower sides of the lifters 6. The lifter 6 is connected with the lower lifting appliance 7, the steel truss 1 is gradually lifted through the cylinder stretching and shrinking process of the lifter 6, the steel truss 1 drags the net shell structure to lift, the steel truss 1 is guided by the guide frame 5 to lift along the lifting center line 8, and the steel truss 1 is lifted to a designated position, so that the net shell structure is lifted to the designated position.
The lifting cross beam 4 is positioned on the inner side of the concrete layer and is a 200t lifting frame; the lifting cross beam 4 is positioned on the inner side of the concrete layer and is provided with a lifting frame of 350t, wherein the lifting frame is provided with a rear mounting rod piece 2, and the steel truss 1 is arranged below the lower lifting tool 7 correspondingly. The lifting cross beam 4 is positioned above the concrete layer, a rear pull rod 10 is arranged on one side of the upright post 3, and the rear pull rod 10 is connected with a supporting frame 13; the steel truss 1 is internally provided with a web 11 corresponding to the lower lifting appliance 7, the web 11 is provided with a reinforcing rod piece 12, the reinforcing rod piece 12 is connected with the web 11 and the steel truss 1 below the lower lifting appliance 7, the web 11 is connected with a post-loading rod piece 2, and the lifting frame is a 500t lifting frame. After the steel truss 1 is lifted to a specified position, the reinforcing rod piece 12 is detached, butt welding is performed, and the post-installation rod piece 2 is installed, so that lifting work is completed.
During the use, with hoist 6 and lower hoist 7 connection, through the jar process of stretching and contracting of hoist 6, progressively promote steel truss 1, steel truss 1 drags the net shell structure and promotes, makes steel truss 1 promote along lifting center line 8 through leading truck 5 direction, promotes steel truss 1 to the assigned position to promote the net shell structure to the assigned position, dismantle reinforcement member 12 at last, carry out butt welding, install back dress member 2, accomplish the lifting work.
The above embodiments are only preferred embodiments of the invention and do not limit the scope of the invention, so all equivalent changes or modifications made by the technical solution described in the patent claims are included in the scope of the invention.
Claims (10)
1. The integral lifting method for the heavy steel truss and the large-diameter aluminum alloy reticulated shell structure is characterized by comprising the following steps of:
step 1: lifting point arrangement: dividing a large-diameter aluminum alloy net shell structure into multiple layers by taking the large-diameter aluminum alloy net shell structure as a core barrel, and arranging lifting hanging points on the inner and outer walls of each layer of the core barrel;
step 2: monitoring point arrangement: arranging a stress sensor and a static level gauge, and monitoring the cross truss and the multi-layer steel truss;
step 3: and (3) integrally lifting: the method comprises the following steps:
step 3.1: installing multi-layer floor steel truss structure lifting equipment facilities, brackets and temporary lifting tool measures, splicing floor steel frames at low altitude on the ground, and installing lower lifting tools, lower lifting tool reinforcing rods and lifting brackets;
step 3.2: the whole debugging of the lifting equipment is carried out, and after the error is confirmed, the latticed shell structure is lifted off the ground;
step 3.3: normal lifting operation, namely lifting the latticed shell structure to the vicinity of the original design position, and performing fine adjustment treatment on each lifting point to slow down the lifting speed;
step 3.4: slowly lifting the latticed shell structure to the design position of the truss structure, locking the hydraulic lifter, and retesting lifting heights of all lifting points to ensure that the design requirement is met;
step 3.5: and (5) installing other rear repair rod pieces for connection, detecting the welding quality of the rear repair rod pieces, and carrying out grading synchronous unloading after the quality inspection is qualified, so that the lifting is finished.
2. The method for integrally lifting the heavy steel truss and the large-diameter aluminum alloy net shell structure according to claim 1, wherein 48 lifting hanging points are arranged in total for integrally lifting the heavy steel truss and the large-diameter aluminum alloy net shell with five layers of structures in the step 1, lifting supports are arranged by using reinforced concrete columns, and the lifting hanging points are arranged.
3. The method for integrally lifting the heavy steel truss and the large-diameter aluminum alloy latticed shell structure according to claim 1, wherein 89 stress sensors and 23 sets of static force levels are arranged in total in the step 2, and omnibearing health monitoring is carried out on the cross truss and the multi-layer steel truss.
4. The method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure according to claim 1, wherein in the step 3.2, the latticed shell structure is lifted to be about 100mm from the ground by loading 20%,40%,60%,80% and 100% in sequence, and when the lifting amount of one point is different from that of other points, the single-point fine adjustment is performed, and the latticed shell structure stays for 24 hours.
5. A method of integrally lifting a heavy steel truss with a large diameter aluminum alloy latticed shell structure as set forth in claim 3 wherein the "single point" trimming process ensures that the lifting point height differential is within 20 mm.
6. The method for integrally lifting a heavy steel truss and a large-diameter aluminum alloy latticed shell structure according to claim 1, wherein before formal lifting operation in step 3.3, normal operation of each aspect is confirmed, and lifting heights of lifting points of each heavy steel truss are measured every 2m in a lifting period.
7. The method for integrally lifting the heavy steel truss and the large-diameter aluminum alloy latticed shell structure according to claim 1, wherein the step 3.5 is characterized in that the step of step 3.5 is that the hydraulic lifter sequentially reaches 20%,40%,60% and 80%, the step can continue to unload to 100% under the condition that no abnormality exists in each part, the structural load is completely transferred to a foundation, the structural stress form is converted into the design working condition to be synchronously and step-unloaded, and the truss structural load is transferred to a steel column structure and transferred to a core barrel.
8. Heavy steel truss and major diameter aluminum alloy reticulated shell structure wholly hoisting device, including steel truss (1), its characterized in that, steel truss (1) both ends all are equipped with stand (3), be equipped with on stand (3) and promote crossbeam (4), it is equipped with bracing (9) to promote crossbeam (4) below, be equipped with riser (6) on promoting crossbeam (4), riser (6) one side is equipped with leading truck (5), leading truck (5) are fixed on promoting crossbeam (4), it is equipped with hoist (7) to correspond riser (6) below on steel truss (1).
9. The integral lifting device for the heavy steel truss and large-diameter aluminum alloy latticed shell structure according to claim 8, wherein the lifting beam (4) is a 200t lifting frame positioned on the inner side of a concrete layer;
the lifting beam (4) is positioned on the inner side of the concrete layer and corresponds to a 350t lifting frame of the rear mounting rod piece (2) arranged in the steel truss (1) below the lower lifting tool (7).
10. The integral lifting device for the heavy steel truss and large-diameter aluminum alloy latticed shell structure according to claim 8, wherein the lifting cross beam (4) is positioned above a concrete layer, a rear pull rod (10) is arranged on one side of the upright post (3), and the rear pull rod (10) is connected with a supporting frame (13);
the steel truss is characterized in that a web plate (11) is arranged in the steel truss (1) corresponding to the lower lifting appliance (7), a reinforcing rod piece (12) is arranged on the web plate (11), the reinforcing rod piece (12) is connected with the web plate (11) and the steel truss (1) below the lower lifting appliance (7), a rear loading rod piece (2) is connected to the web plate (11), and the lifting frame is a 500t lifting frame.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117113518A (en) * | 2023-10-24 | 2023-11-24 | 北京城建集团有限责任公司 | 9-direction converging space net shell cast steel node accurate installation construction method and cast steel node |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104213714A (en) * | 2014-08-27 | 2014-12-17 | 中国建筑第二工程局有限公司 | Hoisting point reinforcing structure and hoisting construction method for ultra-large type roof |
| CN208071235U (en) * | 2018-03-19 | 2018-11-09 | 中建五局安装工程有限公司 | A kind of bearing and lifting system of steel truss frame integral hoisting |
| CN113685040A (en) * | 2021-08-25 | 2021-11-23 | 中电建十一局工程有限公司 | Large-span steel truss hoisting construction method |
| CN113982281A (en) * | 2021-09-22 | 2022-01-28 | 中国建筑第二工程局有限公司 | Super-tonnage space truss lifting and reinforcing structure and construction method thereof |
-
2022
- 2022-12-19 CN CN202211632130.8A patent/CN116181079A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104213714A (en) * | 2014-08-27 | 2014-12-17 | 中国建筑第二工程局有限公司 | Hoisting point reinforcing structure and hoisting construction method for ultra-large type roof |
| CN208071235U (en) * | 2018-03-19 | 2018-11-09 | 中建五局安装工程有限公司 | A kind of bearing and lifting system of steel truss frame integral hoisting |
| CN113685040A (en) * | 2021-08-25 | 2021-11-23 | 中电建十一局工程有限公司 | Large-span steel truss hoisting construction method |
| CN113982281A (en) * | 2021-09-22 | 2022-01-28 | 中国建筑第二工程局有限公司 | Super-tonnage space truss lifting and reinforcing structure and construction method thereof |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117113518A (en) * | 2023-10-24 | 2023-11-24 | 北京城建集团有限责任公司 | 9-direction converging space net shell cast steel node accurate installation construction method and cast steel node |
| CN117113518B (en) * | 2023-10-24 | 2024-03-08 | 北京城建集团有限责任公司 | 9-direction converging space net shell cast steel node accurate installation construction method and cast steel node |
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