CN102877657A - Large-span H-shaped plane composite structure beam string upper-air cable replacement construction method - Google Patents
Large-span H-shaped plane composite structure beam string upper-air cable replacement construction method Download PDFInfo
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- CN102877657A CN102877657A CN2012103887056A CN201210388705A CN102877657A CN 102877657 A CN102877657 A CN 102877657A CN 2012103887056 A CN2012103887056 A CN 2012103887056A CN 201210388705 A CN201210388705 A CN 201210388705A CN 102877657 A CN102877657 A CN 102877657A
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Abstract
The invention provides a large-span H-shaped plane composite structure beam string upper-air cable replacement construction method which comprises the following steps of: simulation computation of beam string upper-air cable replacement, vertical supporting and reinforcement, removal of an existing cable, installation of a new cable and tensioning of the new cable. In the process of removing the existing cable, hanging the new cable, completing the prestressed tensioning and finally disassembling a support frame, a structure is in various stressed states. According to the invention, by the implementation of the prestressed beam string upper-air cable replacement, the important test basis and theoretical basis are provided for the later beam string cable replacement construction and the large-span H-shaped plane composite structure beam string upper-air cable replacement construction method has important guiding significance.
Description
Technical field
The present invention relates to a kind of large span H shaped steel plane combination construction pre-stress tension string beam structure high-altitude and change rope, be specially adapted to the stretching rope maintenance engineering of large-scale the string beams (post and beam are hinged) such as railway terminal, industrial premises.
Background technology
The design life of prestressed cable is 50 years, and not in place because of the maintenance between the operating period according to statistics, the actual life of prestressed cable is on average less than 30 years.Because starting late of domestic large span H shaped steel plane combination construction pre-stress tension string beam structure, all do not reach and change the rope time limit, H shaped steel plane combination structure is opened construction that the string beam changes rope in the air and the making of member and installation accuracy is required higher, and particularly the cutting length of cable wire must carry out accurate Calculation and strictly control in manufacturing process according to the service load of node and cable wire.Have not yet to see for H shaped steel plane combination structure and open the research report that string deck-molding sky changes the rope construction technology.
Summary of the invention
Technical problem to be solved by this invention is for the deficiencies in the prior art, provides a kind of H shaped steel plane combination structure to open string deck-molding sky and changes the rope job practices.
For solving this technical problem, the invention provides a kind of large span H shaped steel plane combination structure and open string deck-molding sky and change the rope job practices, comprise the steps: that a string beam changes in the air that rope simulation calculation, vertical supporting are reinforced, existing rope is removed, new rope is installed and new cable stretching.
Described string beam changes the rope simulation calculation in the air and comprises and set up limited element calculation model and the simulation result correction of changing the rope construction; Described vertical supporting reinforce comprise according to simulation calculation formulate Scheme of Strengthening and arrange schematic diagram, set up monitoring net, temporary rest pier assembling and the anti-bias balance weight hanging of center pillar; Described existing rope is removed and is comprised that dismounting is prepared and dismounting Suo Li; Described new cable stretching carries out grading tension to Suo Li after new rope is installed, every 50KN is one-level, stops monitoring of structures distortion in 5 minutes after every one-level stretch-draw is finished, until finish.
The vertical pier structure that described vertical supporting is reinforced adopts eight or three military rod member assembly groups to form, and 18 axle AD stride a string beam bottom and set up 3 temporary rest piers, adjacent DF and stride the abutting end of beam and establish 1 temporary rest pier, and the bearing capacity of each temporary rest pier is 100 tons.
The described monitoring net of setting up comprises Detection of content and field monitoring layout, set up three-dimensional Monitoring and Controlling net, coordinate and absolute altitude to a string beam and post carry out whole process monitoring, main monitor sagitta (vertical displacement), beam length (horizontal movement), change in location (comprehensive displacement) situation.
Described field monitoring is arranged the monitoring employing oil pressure sensor test that comprises a string Suo Lali; Steel work is arranged 5 monitoring points at main girder steel and the contact bar of bearing, span centre, and vibratory strain ga(u)ge is adopted in monitoring, and each point symmetry is arranged two vibratory strain ga(u)ges; The monitoring point of side column is arranged on minute crutch center, and the monitoring point of center pillar is arranged on two minutes crutch centers, the monitoring point of buttress be arranged in buttress top i iron in the heart; Adjacent west strides that a string beam, south are striden a string beam, north is striden a string beam and all established 5 distortion monitoring points.
The described new cable stretching stage when cable tension to 450KN, every increase by 100 KN of Suo Li, according to a string beam arch camber situation support jack is slightly moved back oil, the support force of jack pair beam is progressively reduced, monitor simultaneously the situation of change that jack unloads Li Shisuo power, determine the power of the unloading amplitude of concrete jack according to situation of change, slightly unclamp a wire rope that string beam two ends socket, and the length deformation situation of an observation string beam, progressively reduce the effect that sockets of wire rope, make drag-line stressed alone;
Cable tension is to the about 640KN of the 90%(that tests Suo Li, and Suo Li calculates according to actual measurement) time, support force and the complete removal of lineoutofservice signal pull with support jack retest the Suo Li size, and the Suo Li value is stretched to actual measurement Suo Li value under the existing operating mode at twice;
Cable tension stops 10 minutes, the monitoring of structures deformation during to 240KN, 480KN;
After cable tension puts in place, monitoring of structures distortion, structural entity deformation tracking and monitoring two days.
Beneficial effect: hang, finish and the at last dismounting of bracing frame to prestressed stretch-draw from existing rope removal, new rope, structure experiences a lot of stresses therebetween, the present invention is by " prestressing force beam string structure changes the enforcement of rope in the air ", provide important test basis and theoretical foundation for day posttension string beam changes the rope construction, have important directive significance.
Description of drawings
Fig. 1 is that stretch-draw buttress of the present invention is arranged schematic diagram;
Fig. 2 is that distortion monitoring points of the present invention is arranged schematic diagram.
Among the figure: 1 column, 2 vertical buttresses, 3 ropes; A temporary rest pier one, b temporary rest pier two, c temporary rest pier three, d temporary rest pier four; I the first monitoring point, II the second monitoring point, III the 3rd monitoring point, IV the 4th monitoring point, V the 5th monitoring point.
The specific embodiment
The present invention is under the operating mode of removal upper load not, the unidirectional unloading in high-altitude is removed existing rope, is hung new rope, and carry out the job practices of unidirectional prestressed stretch-draw: comprise and set up the limited element calculation model that large span H shaped steel list suspension cable awning changes the rope construction in the air, simulation analysis changes the rope work progress under removal superstructure load situation not, for practice of construction design provides theoretical foundation; According to simulation result, formulate a string beam and vertically reinforce and change the rope constructure scheme; In the situation of strict monitoring, guarantee a string beam distortion in allowed limits at the scene, progressively the Suo Li of the former stretching rope of classification removal, remove existing rope, new rope and grading tension be installed to design load.
Below in conjunction with drawings and Examples the present invention is done specific descriptions.
The present invention includes following steps: a string beam changes rope simulation calculation, vertical supporting reinforcing, the dismounting of existing rope in the air, new rope is installed and new cable stretching.
Described string beam changes the rope simulation calculation in the air and comprises following content:
Removal is not opened string beam superstructure load, internal force, the Influence of Displacement of 1 pair of adjacent string beam, roofing system and steel pipe column of removal stretching rope are larger, affect the stable of structural system, in conjunction with on-the-spot actual, simulation analysis changes the rope work progress, for practice of construction provides gross data (select ADF to stride and hand over a string beam of 18 axles to change rope).
Simulation result
1) to change rope provinculum power value be 711KN to No. 18 drag-lines, changes Suo Chong stretch-draw and removal stand funiculus posterior medullae spinalis power value and recover 708KN;
2) minute crutch Y-direction displacement ± 1mm behind the removal Suo Li, the displacement of AD axle horizontal Y-direction is 2mm;
The thrust of 3) unloading behind the rope the Y-direction of minute crutch increases maximum 15.4KN, and column 1 thrust increases 14.2KN;
4) change behind the cable stretching thrust to the Y-direction of minute crutch is increased maximum 15.2KN, column 1 thrust increases 14.1KN.
Whole work progress truss distortion is very little, and the displacement of column and minute crutch is also very little, and mainly stressed is vertical supporting.
Described vertical supporting is reinforced and is comprised that monitoring net is reinforced, set up to vertical supporting and temporary rest pier is assembled, the anti-bias balance weight hanging of center pillar.
Described vertical supporting is reinforced and is comprised following content:
1) according to simulation calculation, formulates a string beam vertical supporting Scheme of Strengthening (as shown in Figure 1).
2) vertical buttress 2 structures adopt eight or three military rod member assembly groups to form, and 18 axle AD stride a string beam bottom and set up 3 temporary rest piers one, two, three, and adjacent DF strides the abutting end of beam and establishes 1 temporary rest pier four, promising 100 tons of the bearing capacity of each temporary rest pier.
The described monitoring net of setting up comprises definite Contents for Monitoring and field monitoring layout:
Described Contents for Monitoring: set up on the ground three-dimensional Monitoring and Controlling net, coordinate and the absolute altitude of opening string beam and post carried out the whole process monitoring.Change in the rope process the following situation of main monitor:
18 axle AD stride with DF and stride a string beam in whole sagitta (vertical displacement), beam length (horizontal movement), change in location (comprehensive displacement) situation of changing in the rope process;
18 axle AD stride the horizontal-shift situation of side column, center pillar;
The verticality drift condition of 4 temporary rest piers;
17 axles, 19 axles are opened sagitta and the sinking situation of string beam;
Paste the laser reflection sheet in a string beam and column relevant position.
Described field monitoring layout (as shown in Figure 2) comprising: the oil pressure sensor test is adopted in the monitoring of a string Suo Lali; Steel work is arranged 5 monitoring points at main girder steel and the contact bar of bearing, span centre, and vibratory strain ga(u)ge is adopted in monitoring, and each point symmetry is arranged two vibratory strain ga(u)ges.The monitoring point of side column is arranged on minute crutch center, and the monitoring point of center pillar is arranged on two minutes crutch centers, the monitoring point of buttress be arranged in buttress top i iron in the heart.Adjacent west strides that a string beam, south are striden a string beam, north is striden a string beam and all established 5 distortion monitoring points.
Described temporary rest pier assembling comprises: the position between at the bottom of eight or three buttress rod members top and the beam is supported with hydraulic jack and oblique triangle H shaped steel iron wedge, and support should be firm, rotation or slippage can not occur.After slit between at the bottom of H shaped steel and the girder steel was tight with the steel plate filling, spot welding was fixed, and prevented that seben from sliding.Socket with socketing rod member between 7 meter two sub-support of eight or three pedestals, to increase the resistance to overturning of buttress.When buttress was built, new Suo Peihe placed, and three buttresses that AD strides under the beam are built simultaneously, and 7 meters of bottoms are about to new rope and put to socketing on the bar between each buttress two sub-supports after building and finishing.Rope underlay yoke plate breaks the rope diaphragm to prevent pull bar.
The anti-bias balance weight hanging of described center pillar comprises: AD strides after a string beam rope unloads power, and a string beam two ends produces laterally thrust because of the pulling force that loses rope, will cause the center pillar flare.For preventing the center pillar skew, on the two furcation area posts in center pillar east side, increase respectively by two place's concrete weight coatings, stop the skew of center pillar.Counterweight is connected with wire rope with the bifurcated intercolumniation, about 12 tons of every place counterweight.
Described existing rope is removed and is comprised that tearing lock open prepares and removal Suo Li.
The described rope of tearing open is prepared to comprise:
1) sets up the stretch-draw platform at center pillar and side column, put forward a few days ago the middle styletable installing/dismounting frock at existing rope.
2) before holding out against between buttress and beam base plate, by the again stretch-draw to rope, measure the Suo Li value under the present operating mode.
3) AD should be striden the purlin connecting bolt adjacent with 18 axles before the removal Suo Li and slightly unclamp, produce larger downwarp when avoiding 18 axles to open string beam removal Suo Li, thereby affect an adjacent string beam of striding.
4) crossbeam in rope head both sides adds two anchor ears, will open string beam two ends with wire rope and Chain block and pull up, and changes the distortion of rope process central sill in order to control.
5) set up on the ground three-dimensional Monitoring and Controlling net, the coordinate of beam, post and absolute altitude are carried out the whole process monitoring, and on the relevant position, paste in advance the laser reflection sheet.
Described removal Suo Li comprises:
1) classification removal Suo Li.Every 50KN is one-level, after every one-level construction is finished, stops 10 minutes, and monitoring of structures deformation, change detection carry out the unloading construction of next stage in allowed band.(approximately removal 240KN, 480KN) stops 30 minutes, the monitoring of structures deformation when Suo Li removal 1/3 and 2/3.Carry out the unloading construction of next stage after normal.In the uninstall process, Real-Time Monitoring is opened the length deformation situation of string beam, if it is excessive to deform, should stop unloading, analyzes Deformation Reasons, avoids Yin Suoli elimination and beam to be out of shape to pillar and applies excessive horizontal thrust.
2) behind the complete removal of Suo Li, the monitoring of structures deformation.After half an hour, if not unusual.Manual demolition steel-casting and high-strength bolt with Suo Songkai, lay respectively at two ends with two 25 tons of cranes the rope head are hung, and slowly rope are put down.
3) the whole rope work progress that unloads will strictly be controlled to speed oil, and speed should be controlled in the 30KN/min.
Described new rope is installed and is comprised the steps: 1) cable body after ground is decontroled, winch to first on the pull bar of 3 buttresses between supportting in two minutes with two 25 tons of cranes; Behind the existing rope removal, winch to again strut positions; 2) the rope head of installation side column one end, center pillar rope head cooperates to be regulated.Side column after accurately locating hangs up properly center pillar rope head, accurately locates successively the steel-casting position at 3 strut places to center pillar from side column; When 3) crane lifting rope head is with the installation steel-casting, should uses hook, and slowly lift.
Described new cable stretching comprises the steps:
1) the stretch-draw time stage carries out stretch-draw.Every 50KN is one-level, after every one-level stretch-draw is finished, stops 5 minutes, the monitoring of structures distortion.
2) cable tension is to 450KN, every increase by 100 KN of Suo Li, according to a string beam arch camber situation support jack is slightly moved back oil, the support force of jack pair beam is progressively reduced, monitor simultaneously jack and unload the situation of change of Li Shisuo power, determine the power of the unloading amplitude of concrete jack according to situation of change.Slightly unclamp a wire rope that string beam two ends socket, and the length deformation situation of an observation string beam, progressively reduce the effect that sockets of wire rope, make drag-line stressed alone.
3) cable tension is to the about 640KN of the 90%(that tests Suo Li, and Suo Li calculates according to actual measurement) time, support force and the complete removal of lineoutofservice signal pull with support jack retest the Suo Li size, and the Suo Li value is stretched to actual measurement Suo Li value under the existing operating mode at twice.
Stop 10 minutes when 4) cable tension is to 240KN, 480KN, the monitoring of structures deformation.
5) after stretch-draw puts in place, the monitoring of structures distortion.Structural entity deformation tracking and monitoring two days.
The above-mentioned embodiment of the present invention just illustrates, and is not only, all within the scope of the present invention or the change that is equal in the scope of the present invention all surrounded by the present invention.
Claims (5)
1. a large span H shaped steel plane combination structure is opened string deck-molding sky and is changed the rope job practices, it is characterized in that: comprise the steps: that a string beam changes in the air that rope simulation calculation, vertical supporting are reinforced, existing rope is removed, new rope is installed and new cable stretching;
Described string beam changes the rope simulation calculation in the air and comprises and set up limited element calculation model and the simulation result correction of changing the rope construction; Described vertical supporting reinforce comprise according to simulation calculation formulate Scheme of Strengthening and arrange schematic diagram, set up monitoring net, temporary rest pier assembling and the anti-bias balance weight hanging of center pillar; Described existing rope is removed and is comprised that dismounting is prepared and dismounting Suo Li; Described new cable stretching carries out grading tension to Suo Li after new rope is installed, every 50KN is one-level, stops monitoring of structures distortion in 5 minutes after every one-level stretch-draw is finished, until finish.
2. large span H shaped steel plane combination structure according to claim 1 is opened string deck-molding sky and is changed the rope job practices, it is characterized in that: the vertical pier structure that described vertical supporting is reinforced adopts eight or three military rod member assembly groups to form, 18 axle AD stride a string beam bottom and set up 3 temporary rest piers, adjacent DF and stride the abutting end of beam and establish 1 temporary rest pier, and the bearing capacity of each temporary rest pier is 100 tons.
3. large span H shaped steel plane combination structure according to claim 2 is opened string deck-molding sky and is changed the rope job practices, it is characterized in that: the described monitoring net of setting up comprises Detection of content and field monitoring layout, set up three-dimensional Monitoring and Controlling net, coordinate and absolute altitude to a string beam and post carry out whole process monitoring, main monitor sagitta (vertical displacement), beam length (horizontal movement), change in location (comprehensive displacement) situation.
4. large span H shaped steel plane combination structure according to claim 3 is opened string deck-molding sky and changed the rope job practices, it is characterized in that: described field monitoring arranges that the monitoring that comprises a string Suo Lali adopts the oil pressure sensor test; Steel work is arranged 5 monitoring points at main girder steel and the contact bar of bearing, span centre, and vibratory strain ga(u)ge is adopted in monitoring, and each point symmetry is arranged two vibratory strain ga(u)ges; The monitoring point of side column is arranged on minute crutch center, and the monitoring point of center pillar is arranged on two minutes crutch centers, the monitoring point of buttress be arranged in buttress top i iron in the heart; Adjacent west strides that a string beam, south are striden a string beam, north is striden a string beam and all established 5 distortion monitoring points.
5. large span H shaped steel plane combination structure according to claim 1 is opened string deck-molding sky and is changed the rope job practices, it is characterized in that:
The described new cable stretching stage when cable tension to 450KN, every increase by 100 KN of Suo Li, according to a string beam arch camber situation support jack is slightly moved back oil, the support force of jack pair beam is progressively reduced, monitor simultaneously the situation of change that jack unloads Li Shisuo power, determine the power of the unloading amplitude of concrete jack according to situation of change, slightly unclamp a wire rope that string beam two ends socket, and the length deformation situation of an observation string beam, progressively reduce the effect that sockets of wire rope, make drag-line stressed alone;
Cable tension is to the about 640KN of the 90%(that tests Suo Li, and Suo Li calculates according to actual measurement) time, support force and the complete removal of lineoutofservice signal pull with support jack retest the Suo Li size, and the Suo Li value is stretched to actual measurement Suo Li value under the existing operating mode at twice;
Cable tension stops 10 minutes, the monitoring of structures deformation during to 240KN, 480KN;
After cable tension puts in place, monitoring of structures distortion, structural entity deformation tracking and monitoring two days.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108625530A (en) * | 2018-06-26 | 2018-10-09 | 上海天华建筑设计有限公司 | Tension string beam structure and its construction method |
| CN114182821A (en) * | 2021-12-22 | 2022-03-15 | 陕西省建筑科学研究院有限公司 | Bottom-pumped large-span prestressed concrete beam structure system and construction method |
| CN114776063A (en) * | 2022-04-08 | 2022-07-22 | 上海建工一建集团有限公司 | Double-ring guy cable large-span steel structure cable replacement method |
| CN117145065A (en) * | 2023-10-30 | 2023-12-01 | 北京市建筑工程研究院有限责任公司 | High-clearance string structure and low-tension forming method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114776063A (en) * | 2022-04-08 | 2022-07-22 | 上海建工一建集团有限公司 | Double-ring guy cable large-span steel structure cable replacement method |
| CN114776063B (en) * | 2022-04-08 | 2023-11-28 | 上海建工一建集团有限公司 | Cable replacement method for double-ring inhaul cable long-span steel structure |
| CN117145065A (en) * | 2023-10-30 | 2023-12-01 | 北京市建筑工程研究院有限责任公司 | High-clearance string structure and low-tension forming method thereof |
| CN117145065B (en) * | 2023-10-30 | 2024-01-05 | 北京市建筑工程研究院有限责任公司 | High-clearance string structure and low-tension forming method thereof |
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| CN102877657B (en) | 2014-09-03 |
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