CN1609363A - Building truss integral lifting method and equipment thereof - Google Patents
Building truss integral lifting method and equipment thereof Download PDFInfo
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- CN1609363A CN1609363A CN 200410070075 CN200410070075A CN1609363A CN 1609363 A CN1609363 A CN 1609363A CN 200410070075 CN200410070075 CN 200410070075 CN 200410070075 A CN200410070075 A CN 200410070075A CN 1609363 A CN1609363 A CN 1609363A
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Abstract
The integral building truss lifting method features that the lifting process includes assembling the main truss on ground in two units; manufacturing and installing corresponding lifting frame; setting cable system on the elevating frame and installing hydraulic elevator in corresponding position; installing the truss ground end shifting units; lifting the two elevated ends of the truss units with the hydraulic elevator synchronously while ensuring the horizontal shift of the ground ends of the truss units under the control of main computer; dismantling the ground end shifting units after the overhead butt joints are in place; elevating and fixing the ground ends; and assembling the overhead butt joints.
Description
Technical field
The present invention relates to the job practices that a kind of building truss is installed, specifically, the present invention relates to a kind of job practices of building truss integral lifting and employed equipment in this job practices.
Background technology
Because the strength ratio steel concrete height of steel, weight ratio steel concrete want light, particularly are widely adopted in some large-scale venue buildings at highrise building.All be to adopt steel work mostly in building area is crossed some large stadiums of ten thousand square metres, but the steel work technical sophistication, difficulty of construction is big, construction cost height, and construction quality, and speed of application all can not meet the demands on the construction cost.
For example floor space is more than 12 ten thousand square metres sports palace, its building area is above 40,000 square metres, nearly 4.4 ten thousand square metres of the developed area of its semielliptical formed steel construction roof system (328 meters of+0.2 meter absolute altitude place projection transverses, 224 meters of minor axises), about 54 meters of its roof system center maximum height, its detailed structure can be referring to Fig. 1.The roof system main body steel work that covers whole venue space is that the broadwise jack truss of more than 200 meter of more than 300 meter of vertical two Pin large span space main couple, nearly 30 Pin maximum span of striding and hoop truss rigidity connect and form, and whole roof system is supported by steel column.The critical process that is installed as construction of the vertical main couple of two Pin in a such megaplex thing also is an operation of installation difficulty maximum, and wherein the profile of main couple can be referring to Fig. 2.
And the mounting method of the common such truss that adopts is a segmental hoisting splicing method: promptly elder generation is spliced into several lifting segmenting unit with main couple by one section one section of erection sequence on ground according to the ability of lifting appliance, branch is set up and is supported the splicing moulding bed then, with large-scale crane segmenting unit lifting is put by the installation site and the segmenting unit assembly unit that links to each other with the next one is welded to supporting on the splicing moulding bed, finish the installation work of whole main couple, can see for details shown in Figure 3.But there is following problem in conventional scheme: it is big to support splicing moulding bed materials, and moulding bed material recycling rate of waterused is very low; Need large-scale loop wheel machine of large-tonnage and expense very high; Low, the poor stability of work high above the ground efficiency of construction; High-altitude welding difficulty of construction is big, and quality is wayward; Engineering time length is subjected to such environmental effects big (as strong wind, precipitation etc.) member high-altitude splicing need take special measures to prevent that member from toppling; It is big that the assembly unit operating platform is set up workload, labor intensive.
Summary of the invention
The purpose of this invention is to provide a kind of saving moulding bed materials, need not use huge loop wheel machine, reduce amount of high-altitude operation, improve the quality, reduce workload and save artificial integral lifting method.
The purpose of this invention is to provide a kind of in whole lifting process the monitoring and control method for realizing promoting synchronously, and truss lands the processing method of end slippage.
Purpose of the present invention provides employed equipment in a kind of truss integral lifting method.
The purpose of this invention is to provide and a kind ofly in integral body promotes, realize landing end and move horizontally and promote the vertical mobile sensing and controlling system that carries out synchronously of end.
The purpose of this invention is to provide a kind of end slide device that in integral body promotes, lands.A kind of method of building truss integral lifting is provided according to an aspect of the present invention, it is characterized in that:
Is a plurality of unit with main couple at installation on ground;
Make and install corresponding hoisting frame;
Cable wind system is set on hoisting frame, hydraulic lifting device is installed in the relevant position;
Truss is installed is landed the end slide device;
With main control computer control hydraulic synchronizing lifting, and guarantee to land the moving horizontally and promote the vertical mobile of end and carry out synchronously of end;
Aerial docking port back in place is removed and is landed the end slide device, promotes and fixedly lands end;
Aerial docking port is implemented splicing.
Preferablely be, wherein main couple is the boundary with the centre, it is assemblied into two unit on ground.
Preferablely be, system promotes synchronously to truss by the computer control hydraulic synchronizing lifting, and this computer control hydraulic synchronizing lifting system comprises steel strand; Lift cylinder cluster as load-supporting part; Hydraulic power unit as driver part; Monitoring sensor; Computer as control assembly; Hydraulic system adopts the same footwork of ratio, and sensor will be monitored position, the load of lift cylinder, the aerial statue of truss and ess-strain situation in the lifting, and the information that these monitor passed to computer, determine next step action by main frame.
Preferablely be, wherein the slippage draw-gear that its synchronous hoist engine is formed by electrical control holds slide device to implement traction to landing in lifting process, setting is landed and is held the slippage guiding device, is provided with and prevents the draw-gear that truss moves outward, makes lifting action and slippage coordination carry out.
Preferable is that the degree of skewness that wherein promotes steel strand in the truss lifting process is not more than 8 °.
A kind of equipment of building truss integral lifting is provided according to a further aspect in the invention, method for improving described in the one side before this equipment can be realized, and comprise: hoisting frame, the hoisting frame cable wind system, hydraulic lifting apparatus, land the end slide device, sensing and monitoring system, main control computer, hoisting frame cable wind system and hydraulic lifting apparatus are set on the hoisting frame, so that an end of the truss element that will become at installation on ground is promoted to predetermined altitude, the other end of truss element land the end slide device on and translation in lifting process, sensor monitoring system detects whole lifting process, and testing result is passed in the main control computer in real time, and main control computer is controlled whole lifting process.
Preferablely be, wherein hydraulic lifting apparatus adopts the ratio simultaneous techniques, promotes that oil cylinder can in parallelly use in the suspension centre.
Preferablely be, the end slide device that wherein lands comprises landing holds the slippage guiding device, slippage draw-gear and prevent the draw-gear that truss moves outward, the slippage guiding device is by scribbling silicone grease slippage guide rail and the slippage dolly is formed, the slippage dolly is welded by steel plate, and the main couple fulcrum is placed on the slippage dolly.
Preferablely be, wherein sensing and monitoring system comprises the horizontal offset that uses transit to follow the tracks of steel strand, and boundary value is set is not more than 8 °, laser range finder is set below suspension centre, at any time measure the main couple hoisting depth, and send main control computer to according to certain control algolithm, and decide the controlled quentity controlled variable of corresponding proportion valve, realize following lifting suspension centre and master and make the position that promotes suspension centre synchronous.
Preferablely be, wherein be provided with the ess-strain monitoring system, adopt large-scale finite-element structure analysis program ANSYS software to carry out computational analysis, the ess-strain in lifting process is monitored in real time to main stressed member of truss and hoisting frame.
Earlier main couple (is for example become two lifting segmenting units at installation on ground, two segmenting units add about 2800 tons of continuous middle jack truss weight), adopt then and on hoisting frame, place hydraulic lifting apparatus, with two synchronous integral lifting of lifting segmenting unit, close up counterpart in the air, thereby finish the main couple installation work.The contrast of two kinds of schemes and the whole advantage that promotes mount scheme:
Because assembly unit highly descends (referring to the moulding bed height), the integral hoisting scheme is compared with conventional method, and the moulding bed material is saved 75% (the moulding bed average height is reduced to 5 meters by 20 meters), can save steel, and the corresponding reduction of the manufacturing cost of moulding bed is more than 60%.Loop wheel machine lifting ability is reduced to 250 tons from 500 tons, thereby machinery take reduction more than 40%.Most importantly improved work efficiency (work efficiency improves more than 50%), construction quality has been protected and has greatly reduced insecurity in the construction.
Description of drawings:
Figure 1 shows that the roof system plan view;
Figure 2 shows that the profile of truss;
Figure 3 shows that the schematic diagram of the conventional segmental hoisting splicing scheme that adopts;
Figure 4 shows that whole lifting scheme schematic diagram;
Figure 5 shows that the process chart of whole hydraulic pressure lift mount scheme;
Figure 6 shows that the whole block diagram that promotes Synchronization Control;
Figure 7 shows that land the end slide device schematic diagram;
Figure 8 shows that land the end fulcrum the reinforcing schematic diagram;
The specific embodiment:
It shown in Fig. 1 the plan view of steel roof system.Whole steel roof system has the 2 parallel placements of 26 jack truss, be provided with circle-shaped hoop truss 3 around the jack truss 2, the fixing each other back of the main couple 1 that vertical setting is arranged in the centre of the jack truss 2 of all arrangements, main couple 1, jack truss 2 and hoop truss 3 is supported by supporting steel column 4.The roof system main body steel work that covers whole venue space is that 224 meters of 320 meters large span space main couples of striding of vertical two Pin, 26 Pin maximum spans (190 meters of average spans) broadwise jack truss and hoop truss rigidity connect and form.The cross section of main couple is generally and is divided into two parts up and down, and the top section width is 4m, and height is about 4 ~ 4.5m (intersecting with ellipsoid), bottom approximate trapezoid, highly about 7.0m, width 4m suitable for reading, end opening width 2m, this truss center line is perpendicular to the earth, as shown in Figure 2.
Integral body promotes method in place after adopting main couple 1 installation on ground.The whole mount scheme that promotes is: earlier main couple 1 is become two lifting segmenting units (two segmenting units add about 2800 tons of continuous middle jack truss 2 weight) at installation on ground, adopt then and on hoisting frame 6, place hydraulic lifting apparatus (because hydraulic lifting apparatus is the usual means of construction field, just do not provide one by one for making in the drawings clear accompanying drawing 4), again with two lifting segmenting units 7 and 8 synchronous integral lifting, close up counterpart in the air, thereby finish the installation work of main couple 1, shown in accompanying drawing 4.
Two of main couple 1 lift segmenting unit 7 and 8 and use a plurality of moulding beds 9 supports and finish assembly unit on ground, because the assembly unit height has dropped to 11 meters (referring to the moulding bed height) by 42 meters, the integral hoisting scheme is compared with conventional method, the moulding bed material is saved 75% (the moulding bed average height is reduced to 5 meters by 20 meters), can save 600 tons of steel, the corresponding reduction of the manufacturing cost of moulding bed is more than 60%.Loop wheel machine lifting ability is reduced to 250 tons from 500 tons, thereby machinery take reduction more than 40%.Most importantly improved work efficiency (work efficiency improves more than 50%), construction quality has been protected and has greatly reduced insecurity in the construction.
After the main couple 1 and middle jack truss 2 assembly units that link to each other are intact, weight is about 2800 tons, promote used lifting derrick 6 according to promoting needs in place, the height that promotes derrick 6 should be about 65 meters, because the consideration of the factor of the various environment in erecting bed, weather and weather, therefore, to carry be strengthen to consider to wind.Also have,, must consider that also the differential settlement that promotes derrick 6 gene basis influences it because it is big to promote derrick 6 bearing loads.According to field condition, make full use of the original material of engineering in addition,, reduce cost, promote derrick 6 designs as shown in Figure 6 to improve the recycling rate of waterused of material.
Main couple 1 is domes, and land at two ends, in the middle of suspension centre is chosen in, can reduce the assembly unit height, reduces the jib-length of hoisting frame crossbeam, guarantees to promote the carrying equilibrium of derrick 6, and the cable wind system symmetry is stressed.Owing in the process that main couple 1 promotes, constantly moving forward and rotating, and promote derrick 6 fork that can not tilt, this hoisting point position that just requires to select can not have bigger horizontal movement in the lifting process of main couple 1, promptly keep promoting the vertical of steel strand in lifting process as far as possible.If be not more than 8 ° (being preferably less than 2 °) by the steel hinge line verticality, when less than 2 °, calculate, when main couple 1 is promoted to highest point, the suspension centre horizontal movement can not surpass 220mm, through carrying out deep consideration to promoting derrick 6 positions and main couple 1 design feature, decision is located at two node places, centre on the main couple upper chord with hoisting point position, and this is just no longer described in detail at this.
Owing to connect with jack truss in the middle of the two Pin main couples, in the lifting process of main couple, if two Pin main couples are asynchronous, member will produce distortion in hoisting process, this is unallowed, and for guaranteeing that member does not produce distortion in hoisting process, this just requires hoisting mechanism to possess synchronizing function, therefore, in this programme, adopt computer control hydraulic synchronizing lifting system that main couple is promoted.
Computer control hydraulic synchronizing lifting system can guarantee the unusual deformation of truss in lifting process, this system is made up of steel strand, lift cylinder cluster (load-supporting part), hydraulic power unit (driver part) and sensing detection and computer several sections such as (control assemblies), referring to Fig. 7.
Steel strand and lift cylinder are the load-supporting parts of system, are used for bearing the weight that promotes main couple 1.The quantity that can come the arrangements lifting oil cylinder according to the size of lifting weight (lifting load), each promotes, and oil cylinder can in parallelly use in suspension centre.Lift cylinder in this employing is 4 350 tons, 4 200 tons, is the core-theaded type structure.Steel strand adopt high strength low relaxed prestress steel strand, and nominal diameter is 15.24mm, and sectional area is 140mm, and tensile strength is 1860N/mm, and rupture pull force is 260.7KN, and elongation rate was at 1% o'clock minimum load 221.5KN.Hydraulic power unit is the power drive part of Hoisting System, and reliable and stable work has the greatest impact to whole Hoisting System for its performance and reliability.In hydraulic system, adopt the ratio simultaneous techniques, can improve the adjusted in concert performance of whole system so effectively.Whole main couple aerial statue information when sensing detection is mainly used to obtain the positional information, load information of lift cylinder and lifting, and these information are transferred to main control computer by on-the-spot real-time network.Main control computer can determine next step action of lift cylinder according to the oil cylinder position information that current network transmits like this, simultaneously, the main control computer lifting load information that also can transmit according to network and the adjusted in concert amount of main couple attitude information decision whole system.
Main control computer must guarantee that also each position that promotes suspension centre is synchronous, only in this way could guarantee each suspension centre stress equalization except the unified action of controlling all lift cylinders.In the lifting system, to set main order and promote suspension centre, other promotes suspension centre all makes the position of suspension centre regulate as a reference with main, thereby, all be to follow the lifting suspension centre.Main order promotes suspension centre and determines whole Lifting System speed, can set hoisting velocity by the assignment of traffic and the other factors of pumping plant.According to the design of this Hoisting System, maximum lift speed is controlled at about 5 meters/hour.The main setting that makes hoisting velocity is that the proportioning valve in the passing ratio hydraulic system is realized.
In Hoisting System, each promotes all arranges a laser range finder below suspension centre, and like this, these laser range finders can be measured current main couple height at any time in lifting process, and send main control computer to by on-the-spot real-time network.Each is followed the situation of following that promotes suspension centre and main order lifting suspension centre and can reflect with the difference in height that laser range finder is measured.Main control computer can promote the current difference in height of suspension centre according to following, and according to certain control algolithm, decides the controlled quentity controlled variable size of corresponding proportion valve, thereby, realize that each follows the lifting suspension centre and the main position that promotes suspension centre that makes is synchronous.
In order to improve the safety of Hoisting System, promote suspension centre at each and all arranged oil pressure sensor, main control computer can be monitored the load change situation that each promotes suspension centre by on-the-spot real-time network.If promote the load of suspension centre unusual sudden change is arranged, then computer meeting autostop, and the signal of reporting to the police.
Because main couple 1 is in lifting process, it lands holds 10 constantly moving horizontally thereupon, therefore need land to main couple and hold 10 to carry out the slippage processing, to guarantee carrying out smoothly of main couple 1 lifting.Main couple 1 lands end and is in the horizontal sliding state thereupon in lifting process, require to promote the steel strand angle excursion and be not more than 3 ° owing to promote ground tackle, and the horizontal force of the excessive generation of steel strand angle excursion is stressed unfavorable to promoting derrick 6 and cable wind system simultaneously.Therefore need when main couple 1 promotes to carry out the horizontally tracting slippage to landing end, slippage steadily, the correctness of track and the safety that force of sliding friction will directly have influence on whole lifting process and the accuracy of main couple location.Main couple lands holds 10 each point load to be about 200 tons, totally 8 fulcrums, do the rolling slippage if adopt traditional rolling bar, according to calculating, about 60 tons of the one-sided horizontal pull of every Pin main couple, and require rolling bar to put the precision height, and otherwise landing end 10 slippages, main couple will depart from the tram, cause very big difficulty in the Y direction location for main couple 1.For improving above-mentioned deficiency, adopt novel gliding material polyfluortetraethylene plate to replace rolling bar.
Referring to Fig. 8, slide device mainly comprises: land end slippage guiding device, slippage draw-gear and prevent draw-gear that two Pin main couples move etc. outward.The slippage guiding device comprises slippage guide rail and slippage dolly 12, and the slippage guide rail mainly is that 20mm steel plate 14 and the thick material of 1mm are that the corrosion resistant plate 13 of 1Cr18Ni9Ti is paved into, and coats the silicone grease of the lubricated usefulness of slippage on 13 of the corrosion resistant plates; The slippage dolly is welded by steel plate 14, and main couple fulcrum 11 is placed on the slippage dolly 12.The one-sided horizontal pull of single Pin main couple this moment is 12 tons, owing to adopt the polytetrafluoroethylene (PTFE) sliding plate to make gliding material, make tractive force reduce greatly, and guiding realizes easily that also promptly after setting up guiding device, the guiding problem has just obtained solution.In the slipping for guarantee promoting and the synchronous coordination of slippage carries out, the slippage draw-gear, we adopt specification is that 32 tons of assembly pulleys of H32*4D reach and are made of totally 4 groups its synchronous hoist engine of electrical control.
Main couple promotes in the process in place, and reasonable safe suspension centre, fulcrum and summit need be set.Its suspension centre structure is: there is rotation in main couple suspension centre place in lifting process, and therefore suspension centre is set to hinged connection, and suspension centre is shown in figure ten.At the suspension centre place, as calculated, hanger below web member stress reaches 280MPa more greatly, needs to do to strengthen handling.Strengthened scheme is to increase by 4 gussets at the web member place.This moment, stress value was 220MPa.Other rod members are stressed around the suspension centre also all meets the safe stress requirement, the hanger strength checking slightly, more than the explanation hanger is provided with feasible.
In traditional assembly unit process of large-scale steel structure, section is mended in embedding in the middle of generally establishing when especially long element finally being closed up counterpart, in order to the dimensional errors in the adjustment means segmentation splicing, finally guarantees the overall dimensions of member.In this object of construction production there be about 320 meters the truss span, moulded peculiar be space three-dimensional bending, about 2800 tons of gross weight, overall structure elasticity is big, finally closes up counterpart in the air for main couple, guarantees that the main couple overall dimensions has brought great difficulty.Embedding is mended section and can well be controlled and adjust main couple integral assembling size in the middle of adopting, ensure the quality of products, but also brought simultaneously need that other large-scale loop wheel machine, aerial counterpart workload double, security performance reduction etc. is many unfavorable.We weigh the advantages and disadvantages, and section is mended in embedding in the middle of the decision cancellation.For this reason, we have used laser total station in main couple installation on ground process, and accurate localization is carried out in the assembly unit of main couple segmentation.According to designing a model of designing institute, the aerial state of main couple is adjusted to the installation on ground state, three-dimensional coordinate to key node is measured, obtain the theoretical value of design, using total powerstation then in view of the above measures actual assembly unit size and adjusts accurately, thereby guaranteed the main couple segmentation so that whole location dimension has reached quality control standard.
Describe the main couple integral lifting in detail with reference to Fig. 5 and adopt hydraulic pressure lift method and technological process thereof.At first, on ground main couple is finished splicing, the fabrication and installation hoisting frame is provided with the hoisting frame cable wind system, hydraulic lifting device is installed, Installation Stress strain detecting system installs truss and falls to holding slide device and carry out ess-strain monitoring and process data statistical analysis, is to load to promote and super carrying then, remove slide device and fixedly land end, aerial counterpart splicing is to remove hoisting frame at last, and the integral body of finishing truss promotes the installation task.
There is rotation in main couple suspension centre place in lifting process, and therefore suspension centre is set to hinged connection, and suspension centre is shown in figure ten.At the suspension centre place, as calculated, hanger below web member stress reaches 280MPa more greatly, needs to do to strengthen handling.Strengthened scheme is to increase by 4 gussets at the web member place.This moment, stress value was 220MPa.Other rod members are stressed around the suspension centre also all meets the safe stress requirement, and the hanger strength checking slightly.More than the explanation hanger is provided with feasible.
Main couple lands to hold when promoting and has concentrated load, need land to main couple for this reason and hold fulcrum and fulcrum top rod member to reinforce, and the end fulcrum that lands is reinforced.Fulcrum top web member needs reinforcement, and stress is 260MPa when unguyed, reinforces back stress and reduces to 210MPa, satisfies the structural safety stress value.The web member reinforcement means is reinforced identical with suspension centre below web member.
After main couple promotes and to put in place, need to remove main couple and land the slippage dolly of end and slideway etc., install and land end bearing, the main couple of need jack-uping this moment lands end just can carry out.Therefore, need land at main couple and hold jack jacking place that the summit is set, vertex position should be located on the main couple node, and is subjected to not take place under the concentrated load unstability and distortion, and construct shown in figure 12 on the summit.Guarantee that like this main couple lands end when removing the jacking of slippage dolly, can not damage the structure of main couple, thereby guarantees that main couple is safe.
Main couple is in lifting process, main couple lands to hold and is in slip state always, therefore the verticality that promotes steel strand guarantees to seem extremely important, is embodied in following two aspects: one, ground tackle are to the verticality requirement of steel strand, and this plays an important role to lifting safety; Two, hoisting frame and cable wind system if the steel strand vertical shift is bigger, will produce bigger horizontal component to the requirement of steel strand verticality to hoisting frame and cable wind system, and be unfavorable to whole Hoisting System.
In the process that main couple promotes, the horizontal offset with transit all-the-way tracking steel strand is provided with boundary value; List the main couple hoisting depth and land the table of comparisons of holding skidding distance, the range mark that draws on the slippage guide rail is with the hoisting depth of total station survey main couple; The slippage end is provided with guiding device.
After main couple promotes and breaks away from moulding bed, through calculating, because of the arch deformation effect, one-sided main couple elongation 110mm (non-arcual component is not had this influence), and the following amount of deflection at the middle part reaches 360mm, for cancellation main couple elastic deformation main couple is closed up splicing and locatees the influence that reaches later stage jack truss installing and locating, need take some measures, could guarantee main couple assembly unit positioning accuracy, measure is as follows:
1, during the assembly unit of main couple terrestrial segment, need reserve the 300mm gap in the middle of two assembly unit unit, the method that adopts dislocation to promote when promoting simultaneously so that when promoting, can not interfere because of the main couple elongation.
2, because of the main couple deformation effect, when rising to design elevation, main couple lands end bearing and no show design level position, the method of head it off is main couple to be surpassed carry, after the end fulcrum that lands puts in place, remove slide device and locating guide device, end bearing is landed in installation, and then the decline main couple is to design elevation.
3, dock the influence that reach later stage jack truss installing and locating precision for cancellation main couple distortion (mainly being elongation and following amount of deflection) to closing up in the air, its method is that one group of interim supports and eight supports of main couple steel column together supports main couple is set up at the one-sided middle part of main couple, amount of deflection is reduced to 8mm under the main couple maximum at this moment, elongation is eliminated substantially, thus basically cancellation main couple distortion to its installing and locating precision and to the influence of jack truss installing and locating precision.
For guaranteeing the safety and the reliability of the whole lifting process of main couple, adopt large-scale general finite-element structure analysis program ANSYS software to carry out abundant computational analysis in stressed, the distortion of lifting process to its structure and hoisting frame.Putting before this, each main stressed member of main couple and the ess-strain of hoisting frame in lifting process are being monitored in real time, guaranteeing for lifting process provides strong science.
The ess-strain monitoring system adopts the digital strain meter of ZX series intelligent memory string formula to carry out the in-situ stress test.This strain meter adopts the vibratory string theory to manufacture and design, and has the advantage of high sensitivity, high accuracy, high stable, is applicable to long-term observation, and can monitors in real time.The test data of foil gauge is gathered by YJ-31 static resistance strain gauge.Stress trajectory point selection principle: the bigger rod member of ess-strain in lifting process as calculated in main couple, the hoisting frame; Main couple is stressed bigger rod member after assembly unit is finished; Measuring point quantity: 40.
In the installation process of main couple, the monitoring point strain numerical value on the main couple is measured.In the process that main couple promotes, write down strain data under the selected height of strength checking by every lifting 1-2 rice and in calculated description.At last the strain data of whole improvement stage is put and choose in order typical position and do stress with main couple installation process change curve.
For guaranteeing the science and the safety of main couple lifting process, outside the monitoring of de-stress strain, we also carry out whole process monitoring in real time to 64 control points in the whole lifting process.Each instruction that guarantee to promote all is to calculate under the prerequisite that guarantees in practical actual measurement state and certain theory to send.The project of our real-time monitoring mainly comprises: main couple hoisting depth, the duty, four that promote sedimentation, differential settlement and verticality, cable wind system pulling force and the assembly pulley thereof of derrick land the end skidding distance, respectively organize the vertical drift angle of steel strand, lift cylinder oil pressure, each hoist point relative relief etc. with slippage guiding device gap and assembly pulley duty thereof, lifting appliance.In the preparation that promotes, we have carried out a large amount of evaluation works, the state of each control point theory is quantized, simultaneously the deviation state (boundary value) that fluctuates that allows is quantized one by one, be made into main couple lifting process monitor database pattern, simultaneously with theory state, each data formation curve figure of boundary value state.In force, each promotes waypoint by many Walkie talkie count off, the curve that the actual data of obtaining are generated compares with above-mentioned three curves in real time, in allowed limits whether the difference size of analysis and theoretical curve, need to determine whether to adjust, for promoting action, next step provides sufficient monitor data, for sending of next instruction provides effectively, science, effective foundation.
This scheme is by the practice of this project, reached its intended purposes fully, safety, reliable, economical, finished the lifting work in place of main couple quickly, we estimated control range in, also with theory calculated substantially conform to fully by Hoisting System (containing hoisting frame) load and main couple ess-strain situation for whole lifting process.This hydraulic pressure lift technology is by being bold in innovation and the multinomial advanced science and technology of integrated use, completed successfully the lifting work of the large-scale arch steel work of super-span, for the CONTROLLED INTEGRAL LIFT TECHNOLOGY of large-scale component has been started a new application, it also is the successful example that the Ministry of Construction ten promotes the use new technology greatly, this will bring a new development for the construction and installation field, for Beijing2008 year the Olympic Games project project offer reference.
Above-listed detailed description is to specify at a possible embodiments of the present invention, only this embodiment is not in order to limit claim of the present invention, allly do not break away from equivalent embodiment or the change that skill spirit of the present invention is done, for example, equivalence embodiment Deng changing all should be contained in the claim of this case.
Claims (10)
1, a kind of method of building truss integral lifting is characterized in that:
Is a plurality of unit with main couple at installation on ground;
Make and install corresponding hoisting frame;
Cable wind system is set on hoisting frame, hydraulic lifting device is installed in the relevant position;
Truss is installed is landed the end slide device;
With main control computer control hydraulic synchronizing lifting, and guarantee to land the moving horizontally and promote the vertical mobile of end and carry out synchronously of end;
Aerial docking port back in place is removed and is landed the end slide device, promotes and fixedly lands end;
Aerial docking port is implemented splicing.
2, method according to claim 1, wherein main couple is the boundary with the centre, it is assemblied into two unit on ground.
3, method according to claim 2, system promotes synchronously to truss by the computer control hydraulic synchronizing lifting, and this computer control hydraulic synchronizing lifting system comprises steel strand; Lift cylinder cluster as load-supporting part; Hydraulic power unit as driver part; Monitoring sensor; Computer as control assembly; Hydraulic system adopts the same footwork of ratio, and sensor will be monitored position, the load of lift cylinder, the aerial statue of truss and ess-strain situation in the lifting, and the information that these monitor passed to computer, determine next step action by main frame.
4, according to the described method of claim 1-3, wherein the slippage draw-gear that its synchronous hoist engine is formed by electrical control holds slide device to implement traction to landing in lifting process, setting is landed and is held the slippage guiding device, setting prevents the draw-gear that truss moves outward, makes lifting action and slippage coordination carry out.
5, according to the described method of claim 1-3, the degree of skewness that wherein promotes steel strand in the truss lifting process is not more than 8 °.
6, a kind of equipment of building truss integral lifting, this equipment can be realized the method for improving described in the claim 1, and comprise: hoisting frame, the hoisting frame cable wind system, hydraulic lifting apparatus, land the end slide device, sensing and monitoring system, main control computer, hoisting frame cable wind system and hydraulic lifting apparatus are set on the hoisting frame, so that an end of the truss element that will become at installation on ground is promoted to predetermined altitude, the other end of truss element land the end slide device on and translation in lifting process, sensor monitoring system detects whole lifting process, and testing result is passed in the main control computer in real time, and main control computer is controlled whole lifting process.
7, equipment according to claim 6, wherein hydraulic lifting apparatus adopts the ratio simultaneous techniques, and oil cylinder can in parallelly use in the lifting suspension centre.
8, according to claim 6 or 7 described equipment, the end slide device that wherein lands comprises landing holds the slippage guiding device, slippage draw-gear and prevent the draw-gear that truss moves outward, the slippage guiding device is by scribbling silicone grease slippage guide rail and the slippage dolly is formed, the slippage dolly is welded by steel plate, and the main couple fulcrum is placed on the slippage dolly.
9, according to any one described equipment of claim 6-8, wherein sensing and monitoring system comprises the horizontal offset that uses transit to follow the tracks of steel strand, and boundary value is set is not more than 8 °, laser range finder is set below suspension centre, at any time measure the main couple hoisting depth, and send main control computer to according to certain control algolithm, and decide the controlled quentity controlled variable of corresponding proportion valve, realize following lifting suspension centre and master and make the position that promotes suspension centre synchronous.
10, according to claim 6 or 7 described equipment, wherein be provided with the ess-strain monitoring system, adopt large-scale finite-element structure analysis program ANSYS software to carry out computational analysis, the ess-strain in lifting process is monitored in real time to main stressed member of truss and hoisting frame.
Priority Applications (1)
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| CN100417586C (en) * | 2006-04-13 | 2008-09-10 | 中国机械工业建设总公司 | Integral lifting method of large bridge crane and its appts |
| CN100460308C (en) * | 2006-09-15 | 2009-02-11 | 中国第三冶金建设公司结构制造安装工程公司 | Rubber membrane sealed type air storage cabinet thin shell top multiple-point digital control integrated raising method |
| CN101787736A (en) * | 2010-03-09 | 2010-07-28 | 中铁建设集团有限公司 | Steel structure hoisting slide support seat with large span and construction process thereof |
| CN102071814A (en) * | 2010-12-16 | 2011-05-25 | 中建二局第三建筑工程有限公司 | High-rise long-span door type truss integral lifting device and construction method thereof |
| CN101718115B (en) * | 2009-11-20 | 2011-06-22 | 山东宏跃网架钢结构有限公司 | Method for mounting wide-span cylindrical reticulated shell |
| CN102587299A (en) * | 2012-03-08 | 2012-07-18 | 中铁二十一局集团有限公司 | Construction method for transforming hanging point to remove support crossbeam spanning bridge or railway |
| CN102733615A (en) * | 2012-07-12 | 2012-10-17 | 广州建筑股份有限公司 | Unsymmetrical integral lifting construction method |
| CN102808519A (en) * | 2012-08-16 | 2012-12-05 | 上海通用金属结构工程有限公司 | Large-span integral lifting method for roof frame |
| CN102890464A (en) * | 2012-09-29 | 2013-01-23 | 西安电子科技大学 | Method for controlling lifting and vibrating motions of large-span cantilever truss |
| CN103696494A (en) * | 2013-12-11 | 2014-04-02 | 中冶天工上海十三冶建设有限公司 | Computer control hydraulic synchronous hoisting construction method for complex space truss structure |
| CN103790234A (en) * | 2014-01-03 | 2014-05-14 | 永升建设集团有限公司 | Large-span truss hydraulic multi-point synchronous lifting construction method |
| CN103835511A (en) * | 2014-02-28 | 2014-06-04 | 中天建设集团有限公司 | Integral lifting method for ultra-long light thin giant steel tube truss |
| CN104389433A (en) * | 2014-10-21 | 2015-03-04 | 北京建工土木工程有限公司 | Integral hoisting system and construction method for steel truss support concrete heavy roof system |
| CN104631839A (en) * | 2015-01-29 | 2015-05-20 | 浙江勤业建工集团有限公司 | Construction method for integrally lifting super-high, super-heavy, large-span space corridor |
| CN105275214A (en) * | 2015-10-26 | 2016-01-27 | 中国十七冶集团有限公司 | Dome pipe truss rapid pre-assembling method |
| CN106013419A (en) * | 2016-06-13 | 2016-10-12 | 中建六局第三建筑工程有限公司 | Construction method for long-span overhung specially-shaped limit exceeding structure steel corridor |
| CN107989447A (en) * | 2017-12-26 | 2018-05-04 | 中建三局第二建设工程有限责任公司 | A kind of large-scale earthing concrete tank dome steel support structure and installation method |
| CN111305382A (en) * | 2020-03-03 | 2020-06-19 | 潮峰钢构集团有限公司 | Large-span truss structure based on steel structure and operation method thereof |
| CN111779274A (en) * | 2020-07-10 | 2020-10-16 | 广州协安建设工程有限公司 | Construction method for integrally lifting temporary hoisting point of large-span unequal-height steel structure net rack |
| CN111859725A (en) * | 2020-05-29 | 2020-10-30 | 中冶(上海)钢结构科技有限公司 | Monitoring and early warning system for steel structure integral lifting process |
| WO2021012971A1 (en) * | 2019-07-22 | 2021-01-28 | 中建三局集团有限公司 | Integral lifting construction method for ultra-large hyperbolic integrated unit aluminium plate curtain walls |
| CN114197632A (en) * | 2021-12-10 | 2022-03-18 | 中国建筑第二工程局有限公司 | Aerial large-scale steel truss connected structure and construction method thereof |
| CN114439249A (en) * | 2022-04-07 | 2022-05-06 | 中铁建工集团有限公司 | Construction method for lifting large-span triangular truss through air swivel |
| CN115924740A (en) * | 2022-12-29 | 2023-04-07 | 中铁建工集团有限公司 | Asynchronous lifting control method for large-span steel structure |
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| CN100417586C (en) * | 2006-04-13 | 2008-09-10 | 中国机械工业建设总公司 | Integral lifting method of large bridge crane and its appts |
| CN100460308C (en) * | 2006-09-15 | 2009-02-11 | 中国第三冶金建设公司结构制造安装工程公司 | Rubber membrane sealed type air storage cabinet thin shell top multiple-point digital control integrated raising method |
| CN101718115B (en) * | 2009-11-20 | 2011-06-22 | 山东宏跃网架钢结构有限公司 | Method for mounting wide-span cylindrical reticulated shell |
| CN101787736A (en) * | 2010-03-09 | 2010-07-28 | 中铁建设集团有限公司 | Steel structure hoisting slide support seat with large span and construction process thereof |
| CN101787736B (en) * | 2010-03-09 | 2013-08-07 | 中铁建设集团有限公司 | Steel structure hoisting slide support seat with large span and construction process thereof |
| CN102071814A (en) * | 2010-12-16 | 2011-05-25 | 中建二局第三建筑工程有限公司 | High-rise long-span door type truss integral lifting device and construction method thereof |
| CN102587299A (en) * | 2012-03-08 | 2012-07-18 | 中铁二十一局集团有限公司 | Construction method for transforming hanging point to remove support crossbeam spanning bridge or railway |
| CN102733615B (en) * | 2012-07-12 | 2014-10-15 | 广州建筑股份有限公司 | Unsymmetrical integral lifting construction method |
| CN102733615A (en) * | 2012-07-12 | 2012-10-17 | 广州建筑股份有限公司 | Unsymmetrical integral lifting construction method |
| CN102808519A (en) * | 2012-08-16 | 2012-12-05 | 上海通用金属结构工程有限公司 | Large-span integral lifting method for roof frame |
| CN102808519B (en) * | 2012-08-16 | 2015-06-10 | 上海通用金属结构工程有限公司 | Large-span integral lifting method for roof frame |
| CN102890464A (en) * | 2012-09-29 | 2013-01-23 | 西安电子科技大学 | Method for controlling lifting and vibrating motions of large-span cantilever truss |
| CN102890464B (en) * | 2012-09-29 | 2014-11-12 | 西安电子科技大学 | Method for controlling lifting and vibrating motions of large-span cantilever truss |
| CN103696494B (en) * | 2013-12-11 | 2016-03-30 | 中冶天工上海十三冶建设有限公司 | The computer of complex space trussed construction controls hydraulic synchronizing lifting construction method |
| CN103696494A (en) * | 2013-12-11 | 2014-04-02 | 中冶天工上海十三冶建设有限公司 | Computer control hydraulic synchronous hoisting construction method for complex space truss structure |
| CN103790234A (en) * | 2014-01-03 | 2014-05-14 | 永升建设集团有限公司 | Large-span truss hydraulic multi-point synchronous lifting construction method |
| CN103835511B (en) * | 2014-02-28 | 2016-01-20 | 中天建设集团有限公司 | A kind of overlength frivolous Huge Steel Open tubular truss integral lifting method |
| CN103835511A (en) * | 2014-02-28 | 2014-06-04 | 中天建设集团有限公司 | Integral lifting method for ultra-long light thin giant steel tube truss |
| CN104389433A (en) * | 2014-10-21 | 2015-03-04 | 北京建工土木工程有限公司 | Integral hoisting system and construction method for steel truss support concrete heavy roof system |
| CN104631839B (en) * | 2015-01-29 | 2016-08-24 | 浙江勤业建工集团有限公司 | Ultra-high overweight large span aerial vestibule construction method for lifting whole |
| CN104631839A (en) * | 2015-01-29 | 2015-05-20 | 浙江勤业建工集团有限公司 | Construction method for integrally lifting super-high, super-heavy, large-span space corridor |
| CN105275214A (en) * | 2015-10-26 | 2016-01-27 | 中国十七冶集团有限公司 | Dome pipe truss rapid pre-assembling method |
| CN106013419A (en) * | 2016-06-13 | 2016-10-12 | 中建六局第三建筑工程有限公司 | Construction method for long-span overhung specially-shaped limit exceeding structure steel corridor |
| CN106013419B (en) * | 2016-06-13 | 2018-03-16 | 中建六局第三建筑工程有限公司 | Long-span Cantilever abnormity transfinites structural steel corridor construction engineering method |
| CN107989447A (en) * | 2017-12-26 | 2018-05-04 | 中建三局第二建设工程有限责任公司 | A kind of large-scale earthing concrete tank dome steel support structure and installation method |
| WO2021012971A1 (en) * | 2019-07-22 | 2021-01-28 | 中建三局集团有限公司 | Integral lifting construction method for ultra-large hyperbolic integrated unit aluminium plate curtain walls |
| CN111305382A (en) * | 2020-03-03 | 2020-06-19 | 潮峰钢构集团有限公司 | Large-span truss structure based on steel structure and operation method thereof |
| CN111305382B (en) * | 2020-03-03 | 2021-04-27 | 潮峰钢构集团有限公司 | Large-span truss structure based on steel construction |
| CN111859725A (en) * | 2020-05-29 | 2020-10-30 | 中冶(上海)钢结构科技有限公司 | Monitoring and early warning system for steel structure integral lifting process |
| CN111859725B (en) * | 2020-05-29 | 2022-06-24 | 中冶(上海)钢结构科技有限公司 | Monitoring and early warning system for steel structure integral lifting process |
| CN111779274A (en) * | 2020-07-10 | 2020-10-16 | 广州协安建设工程有限公司 | Construction method for integrally lifting temporary hoisting point of large-span unequal-height steel structure net rack |
| CN114197632A (en) * | 2021-12-10 | 2022-03-18 | 中国建筑第二工程局有限公司 | Aerial large-scale steel truss connected structure and construction method thereof |
| CN114439249A (en) * | 2022-04-07 | 2022-05-06 | 中铁建工集团有限公司 | Construction method for lifting large-span triangular truss through air swivel |
| CN114439249B (en) * | 2022-04-07 | 2022-06-21 | 中铁建工集团有限公司 | Construction method for lifting large-span triangular truss through air swivel |
| CN115924740A (en) * | 2022-12-29 | 2023-04-07 | 中铁建工集团有限公司 | Asynchronous lifting control method for large-span steel structure |
| CN115924740B (en) * | 2022-12-29 | 2023-11-03 | 中铁建工集团有限公司 | Asynchronous lifting control method for large-span steel structure |
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