CN102877657B - 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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- CN102877657B CN102877657B CN201210388705.6A CN201210388705A CN102877657B CN 102877657 B CN102877657 B CN 102877657B CN 201210388705 A CN201210388705 A CN 201210388705A CN 102877657 B CN102877657 B CN 102877657B
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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.Due to 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 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 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 rope construction method.
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 rope construction method, comprise the steps: that a string beam changes that rope simulation calculation, vertical supporting are reinforced, existing rope is removed, new rope is installed and new cable stretching in the air.
Described string beam changes rope simulation calculation in the air and comprises and set up limited element calculation model and the simulation result correction of changing 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, and every 50KN is one-level, stops monitoring of structures distortion in 5 minutes, until complete after every one-level stretch-draw completes.
The vertical pier structure that described vertical supporting is reinforced adopts eight or three military rod member spelling groups to form, and across opening, 3 temporary rest piers are set up in a string beam bottom to 18 axle AD, adjacent DF establishes 1 temporary rest pier across the abutting end of beam, 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, the coordinate of a string beam and post and absolute altitude are carried out to whole process monitoring, emphasis monitoring sagitta (vertical displacement), beam length (horizontal movement), change in location (comprehensive displacement) situation.
Described field monitoring arranges that the monitoring that comprises a string Suo Lali adopts oil pressure sensor test; Steel work is arranged 5 monitoring points on the main girder steel of bearing, span centre and contact bar, and monitoring adopts vibratory strain ga(u)ge, 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 is all established 5 distortion monitoring points across a string beam, north across a string beam across a string beam, south.
The described new cable stretching stage is when cable tension is to 450KN, every increase by 100 KN of Suo Li, according to a string beam arch camber situation, support jack is progressively moved back to oil, the support force of jack pair beam is progressively reduced, monitor the situation of change that jack unloads Li Shisuo power simultaneously, according to situation of change, determine the power of the unloading amplitude of concrete jack, progressively 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 according to actual measurement, Suo Li calculates) time, by the support force of support jack and the complete removal of lineoutofservice signal pull, retest Suo Li size, Suo Li value is stretched to the actual measurement Suo Li value under existing operating mode at twice;
Cable tension stops 10 minutes, 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, complete and the finally 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 ", for day posttension string beam changes rope construction, provide important test basis and theoretical foundation, there is important directive significance.
Accompanying drawing explanation
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.
In 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 construction method 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 rope construction in the air, simulation analysis changes 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 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 grading tension be installed to design load.
Below in conjunction with drawings and Examples, the present invention is specifically described.
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 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 rope work progress, for practice of construction provides gross data (selecting ADF across handing over a string beam for 18 axles to change rope).
Simulation result
1) to change rope provinculum power value be 711KN to No. 18 drag-lines, change Suo Chong stretch-draw removal stand after Suo Li value recover 708KN;
2) minute crutch Y-direction displacement ± 1mm after removal Suo Li, the horizontal Y-direction displacement of AD axle is 2mm;
3) unload after rope the thrust of the Y-direction of minute crutch is increased to maximum 15.4KN, column 1 thrust increases 14.2KN;
4) change after cable stretching the thrust of the Y-direction of minute crutch is increased to 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, formulate 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 spelling groups to form, and 18 axle AD set up 3 temporary rest piers one, two, three across a string beam bottom, and adjacent DF establishes 1 temporary rest pier four across the abutting end of beam, 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, the coordinate of a string beam and post and absolute altitude are carried out to whole process monitoring.Change in rope process, emphasis is monitored following situation:
18 axle AD across with DF across string beam in whole sagitta (vertical displacement), beam length (horizontal movement), change in location (comprehensive displacement) situation of changing in rope process;
18 axle AD are across 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;
in a string beam and column relevant position, paste laser reflection sheet.(above-mentioned " AD across " refers to that the buttress of A point position is to the string beam between the buttress of D point position, and the buttress that " DF across " refers to D point position is to opening string beam between the buttress of F point position).
Described field monitoring layout (as shown in Figure 2) comprising: the monitoring of a string Suo Lali adopts oil pressure sensor test; Steel work is arranged 5 monitoring points on the main girder steel of bearing, span centre and contact bar, and monitoring adopts vibratory strain ga(u)ge, 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 is all established 5 distortion monitoring points across a string beam, north across a string beam across a string beam, south.
Described temporary rest pier assembling comprises: the position between at the bottom of eight or three buttress rod member tops and beam is supported with hydraulic jack and oblique triangle H shaped steel iron wedge, and support should be firm, can not occur rotation or slippage.After gap between at the bottom of H shaped steel and girder steel is tight with steel plate filling, spot welding is fixed, and prevents that seben from sliding.Between 7 meter of two sub-support of eight or three pedestals, with socketing rod member, socket, to increase the resistance to overturning of buttress.When buttress is built, new Suo Peihe places, and AD builds across three buttresses under beam simultaneously, and 7 meters of bottoms are about to new rope and put to socketing on bar between each buttress two sub-supports after having built.Rope underlay yoke plate, to prevent that pull bar from breaking rope diaphragm.
The anti-bias balance weight hanging of described center pillar comprises: AD unloads after power across a string beam rope, and a string beam two ends produces thrust laterally because losing the pulling force of rope, will cause center pillar flare.For preventing 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 bifurcated intercolumniation, approximately 12 tons of every place counterweights.
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) at center pillar and side column, set up stretch-draw platform, 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 stretch-draw again to rope, measure the Suo Li value under current operating mode.
3) before removal Suo Li, AD slightly should be unclamped across the purlin connecting bolt adjacent with 18 axles, while avoiding 18 axles to open string beam removal Suo Li, produce larger downwarp, thus affect adjacent across a string beam.
4) on the crossbeam of rope head both sides, add two anchor ears, with wire rope and Chain block, will open string beam two ends and pull up, in order to control the distortion of changing rope process central sill.
5) set up on the ground three-dimensional Monitoring and Controlling net, the coordinate of beam, post and absolute altitude are carried out to whole process monitoring, and on relevant position, paste in advance laser reflection sheet.
Described removal Suo Li comprises:
1) classification removal Suo Li.Every 50KN is one-level, after every one-level has been constructed, stops 10 minutes, monitoring of structures deformation, and change detection, in allowed band, carries out the unloading construction of next stage.When Suo Li removal 1/3 and 2/3, (approximately removal 240KN, 480KN) stops 30 minutes, monitoring of structures deformation.After normal, carry out the unloading construction of next stage.In 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) after the complete removal of Suo Li, monitoring of structures deformation.After half an hour, if not abnormal.Manual demolition steel-casting and high-strength bolt, by Suo Songkai, lay respectively at two ends with two 25 tons of cranes rope head hung, and slowly rope put down.
3) the whole rope work progress that unloads will strictly be controlled to speed oil, and speed should be controlled in 30KN/min.
Described new rope is installed and is comprised the steps: 1) cable body after ground is decontroled, with two 25 tons of cranes, first winch on the pull bar of 3 buttresses between supportting for two minutes; After existing rope removal, then winch to strut positions; 2) the rope head of side column one end is installed, center pillar rope head coordinates adjusting.Side column after accurately locating hangs up properly center pillar rope head, accurately locates successively the steel-casting position at 3 strut places from side column to center pillar; 3), when crane lifting rope head is with installation steel-casting, should uses hook, and slowly lift.
Described new cable stretching comprises the steps:
1) stretch-draw time stage carries out stretch-draw.Every 50KN is one-level, after every one-level stretch-draw completes, stops 5 minutes, 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 progressively moved back to oil, the support force of jack pair beam is progressively reduced, monitor jack simultaneously and unload the situation of change of Li Shisuo power, according to situation of change, determine the power of the unloading amplitude of concrete jack.Progressively 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 according to actual measurement, Suo Li calculates) time, by the support force of support jack and the complete removal of lineoutofservice signal pull, retest Suo Li size, Suo Li value is stretched to the actual measurement Suo Li value under existing operating mode at twice.
4) when cable tension is to 240KN, 480KN, stop 10 minutes, monitoring of structures deformation.
5) after stretch-draw puts in place, 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, and change within the scope of the present invention all or that be equal in scope of the present invention is all surrounded by the present invention.
Claims (5)
1. large span H shaped steel plane combination structure is opened string deck-molding sky and is changed a rope construction method, it is characterized in that: comprise the steps: that a string beam changes that rope simulation calculation, vertical supporting are reinforced, existing rope is removed, new rope is installed and new cable stretching in the air;
Described string beam changes rope simulation calculation in the air and comprises and set up limited element calculation model and the simulation result correction of changing 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, and every 50KN is one-level, stops monitoring of structures distortion in 5 minutes, until complete after every one-level stretch-draw completes.
2. large span H shaped steel plane combination structure according to claim 1 is opened string deck-molding sky and is changed rope construction method, it is characterized in that: the vertical pier structure that described vertical supporting is reinforced adopts eight or three military rod member spelling groups to form, across opening, 3 temporary rest piers are set up in a string beam bottom to 18 axle AD, adjacent DF establishes 1 temporary rest pier across the abutting end of beam, 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 rope construction method, 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, the coordinate of a string beam and post and absolute altitude are carried out to whole process monitoring, emphasis monitoring sagitta, beam length, change in location situation.
4. large span H shaped steel plane combination structure according to claim 3 is opened string deck-molding sky and is changed rope construction method, it is characterized in that: described field monitoring arranges that the monitoring that comprises a string Suo Lali adopts oil pressure sensor test; Steel work is arranged 5 monitoring points on the main girder steel of bearing, span centre and contact bar, and monitoring adopts vibratory strain ga(u)ge, 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 is all established 5 distortion monitoring points across a string beam, north across a string beam across a string beam, south.
5. large span H shaped steel plane combination structure according to claim 1 is opened string deck-molding sky and is changed rope construction method, it is characterized in that:
The described new cable stretching stage is when cable tension is to 450KN, every increase by 100 KN of Suo Li, according to a string beam arch camber situation, support jack is progressively moved back to oil, the support force of jack pair beam is progressively reduced, monitor the situation of change that jack unloads Li Shisuo power simultaneously, according to situation of change, determine the power of the unloading amplitude of concrete jack, progressively 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 during to 640KN, by the support force of support jack and the complete removal of lineoutofservice signal pull, retests Suo Li size, and Suo Li value is stretched to the actual measurement Suo Li value under existing operating mode at twice;
Cable tension stops 10 minutes, 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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| CN108625530B (en) * | 2018-06-26 | 2024-01-19 | 上海天华建筑设计有限公司 | Beam string structure and construction method thereof |
| 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 |
| 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 |
| 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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| JP3174924B2 (en) * | 1992-10-29 | 2001-06-11 | 清水建設株式会社 | Beam string structure |
| JP3388455B2 (en) * | 1994-05-30 | 2003-03-24 | 清水建設株式会社 | String beam roof frame |
| JP4022158B2 (en) * | 2003-02-28 | 2007-12-12 | 株式会社帝設計研究所 | X-type crossed string beam structure |
| CN101196015B (en) * | 2007-10-25 | 2010-06-23 | 中国京冶工程技术有限公司 | Beam string structure |
| CN100487213C (en) * | 2007-12-29 | 2009-05-13 | 浙江八达建设集团有限公司 | Beam string structure having load alleviation function and implementing method |
| CN201236413Y (en) * | 2008-06-24 | 2009-05-13 | 浙江省二建建设集团有限公司 | Continuous beam string structure |
| CN201539043U (en) * | 2009-11-17 | 2010-08-04 | 江苏南通六建建设集团有限公司 | Novel steadying cable beam string |
| CN102296750B (en) * | 2011-05-31 | 2013-03-27 | 中铁十局集团建筑工程有限公司 | Construction method of wide span prestressed beam string structure |
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Address after: 250101 room 306-308, block a, No. 975, caoshanling South Road, high tech Zone, Jinan City, Shandong Province Patentee after: China Railway Tiegong Urban Construction Co.,Ltd. Address before: 250101 Building 8, No.59, Gongye South Road, high tech Zone, Jinan City, Shandong Province Patentee before: CHINA RAILWAY TENTH GROUP CONSTRUCTION ENGINEERING Co.,Ltd. |