CN103924528A - Overall long-distance pushing slippage construction method for large-span bridge box girder structure of large-span bridge - Google Patents
Overall long-distance pushing slippage construction method for large-span bridge box girder structure of large-span bridge Download PDFInfo
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Abstract
The invention provides an overall long-distance pushing slippage construction method for a large-span bridge box girder structure. Under the conditions that terrain conditions of a construction site are special, and construction operation cannot be performed below a span of the large-span bridge box girder structure, a bridge box birder is jacked up by using a pushing unit and a jacking unit in a self-balancing slippage device and moves, when the self-balancing slippage device is used, horizontal thrust cannot be applied to a permanent bridge pier, pushing stability and pushing safety on the bridge box girder are ensured, influences of special terrain conditions of a span portion of the bridge box girder structure are effectively avoided, particularly, under the conditions that important traffic main lines such as an expressway and a railway are arranged below the bridge box girder structure, and road closure construction cannot be realized, by using the pushing slippage construction method, road closure is not required, smooth traffic is guaranteed, and the accuracy and the safety of long-distance pushing construction on the large-span bridge box girder are ensured.
Description
Technical field
The present invention relates to overhead, Bridge Construction technical field, relate in particular to a kind of long-span bridge box-beam structure entirety long apart from thrusting slip construction method.
Background technology
At present long-span bridge case beam building structure is more and more applied, and existing gliding construction method conventional have traction slippage and a thrusting slip, the slip mode of two types mainly comprises following three large main points:
Main points one: sliding rail and support, along the direction of structure slippage, reliable support and track are set, in work progress, must seal sliding rail lower space and construct;
Main points two: horizontally tracting system requires high to supporting-point, firm horizontally tracting system support point must be set in slipping;
Main points three: in slipping, lateral deviation is difficult to control, need arrange stopping means and ensure slippage straightness accuracy.
Existing gliding construction method is limited by construction technology, there is insoluble problem for engineering under the special topography conditions such as cross a river stream, highway, railway, valley and that construction period is tight, sliding rail and support are set as being difficult to, speedway and railway cannot seal car construction, in slipping, be difficult to arrange lateral Displacement, the reinforcing of horizontally tracting system supporting-point is more complicated etc.The control of construction cost is equally also the key of problem simultaneously.
Summary of the invention
The invention provides a kind of long-span bridge box-beam structure entirety long apart from thrusting slip construction method, to solve the problem existing in the long-span bridge box-beam structure sliding construction that limited by duration and orographic condition in prior art.
In order to solve the problems of the technologies described above, the invention provides a kind of long-span bridge box-beam structure entirety long apart from thrusting slip construction method, it comprises: step 1: set up falsework system at thrusting slip axis rear; Step 2: the top at permanent bridge pier and falsework arranges self-balancing slide device, and described self-balancing slide device comprises pushing tow unit and jacking unit; Step 3: use segmentation bridge case beam that plant equipment lifting needs slippage to be assembled into entirety to level in falsework system; Step 4: by the pushing tow unit jack-up bridge case beam in self-balancing slide device described in computer control and move a segment distance along thrusting slip axis front; Step 5: by the jacking unit jack-up bridge case beam in self-balancing slide device described in computer control, original position is got back in described pushing tow unit simultaneously; Step 6: repeating step four, five, until the sliding of bridge case back is moved on to position.
Further, in step 2, depend on permanent bridge pier in the support of encorbelmenting across interior direction setting, in the described support of encorbelmenting, described self-balancing slide device is also set.
Further, in step 3, segmentation bridge box girder assembling is being become after entirety, the pre-splicing truss-like nose girder installing is fixing with assembled good bridge case beam docking in falsework system.
Further, before carrying out step 4, in falsework system, use self-balancing slide device initiatively to load bridge case beam and carry out the most unfavorable processing condition simulation, the stress value that in simulation, monitoring obtains is contrasted with the theoretical value of calculating, if the former is less than the latter, work progress safety, proceeds step 4; If the former is more than or equal to the latter, work progress is risky, adjusts construction method until guarantee work progress safety, then proceeds step 4.
Concrete, if the former is more than or equal to the latter, reduces the distance between self-balancing slide device or increase its quantity until the former is less than the latter.
Further, in step 5, in the time of described jacking unit jack-up bridge case beam, along the direction vertical with thrusting slip axis, bridge case beam is carried out to correction work by jacking unit described in computer control.
Further, described pushing tow unit includes vertical jack with jacking unit, described vertical jack is for bridge case beam described in the vertical direction jack-up, described pushing tow unit also comprises horizontal sliding unit, and described horizontal sliding unit moves along thrusting slip axis for the vertical jack that promotes in the horizontal direction described pushing tow unit.
Further, described horizontal sliding unit comprises sliding element inside casing, slide rail, sliding element slide block and level jack, described slide rail is arranged in described sliding element inside casing along thrusting slip axis direction, described sliding element slide block and described slide rail are slidably connected, vertical jack in described pushing tow unit is arranged on described sliding element slide block, described level jack in described horizontal sliding unit is arranged in described sliding element inside casing, its one end is connected with described sliding element slide block, described level jack drives described sliding element slide block to move along thrusting slip axis direction in described sliding element inside casing by telescoping cylinder.
Further, described jacking unit also comprises level correction unit, and described level correction unit moves along the direction vertical with thrusting slip axis for the vertical jack that promotes in the horizontal direction described jacking unit.
Further, described level correction unit comprises correction unit inside casing, correction unit slide block and two level jack, described correction unit slide block is arranged in described correction unit inside casing, vertical jack in described jacking unit is arranged on described correction unit slide block, described two level jack in described level correction unit are arranged at respectively the relative both sides of described inside casing along the direction vertical with thrusting slip axis, its one end is all connected with described correction unit slide block, in the same direction correcting process of bridge case beam, two level jack in described jacking unit one are stretched a contracting all the time, drive described correction unit slide block to move along the direction vertical with thrusting slip axis in described correction unit inside casing.
Concrete, described step 4 is specially: stretch cylinder jack-up bridge case beam by the vertical jack in pushing tow unit described in computer control, bridge case beam is controlled the vertical very heavy synthlipsis cylinder in described jacking unit after by jack-up, by the horizontal sliding cell operation in computer control pushing tow unit, the vertical jack promoting in pushing tow unit drives bridge case beam to move a segment distance along thrusting slip axis front again.
Concrete, described step 5 is specially: stretch cylinder jack-up bridge case beam by the vertical jack in jacking unit described in computer control, bridge case beam is controlled the vertical very heavy synthlipsis cylinder in described pushing tow unit after by jack-up, by the horizontal sliding cell operation in computer control pushing tow unit, pull the vertical jack in pushing tow unit to move and get back to original position along thrusting slip axis rear again.
Compared with prior art, the present invention has following beneficial effect:
Long-span bridge box-beam structure entirety length provided by the invention is that orographic condition is special at the construction field (site) apart from the advantage of thrusting slip construction method, or long-span bridge box-beam structure can not carry out in the situation of construction working across interior below, use pushing tow unit and the jacking unit circulation jack-up bridge case beam in self-balancing slide device and move it, described self-balancing slide device in use simultaneously, can not produce horizontal thrust to permanent bridge pier, stationarity and safety that bridge case back pushes away are guaranteed, effectively avoid bridge box-beam structure across the special impact that sliding construction is caused of lower position orographic condition, especially be the important main line of communication such as speedway or railway to structural base, in the situation that cannot sealing car construction, this top gliding construction method has ensured that long-span bridge case beam length is apart from the accurate and safety of incremental launching construction under the condition that need not close a road to traffic and guarantee to have a good transport and communication network especially.
Brief description of the drawings
Below in conjunction with accompanying drawing, the invention will be further described:
The long structural representation apart from falsework system in thrusting slip construction method of long-span bridge box-beam structure entirety that Fig. 1 provides for the embodiment of the present invention;
Schematic diagram after the long-span bridge box-beam structure entirety length that Fig. 2 provides for the embodiment of the present invention completes apart from thrusting slip construction method jackshaft box girder assembling;
The long structural representation apart from encorbelmenting in thrusting slip construction method and supporting of long-span bridge box-beam structure entirety that Fig. 3 provides for the embodiment of the present invention;
The long-span bridge box-beam structure entirety long simulation schematic diagram apart from thrusting slip construction method the most unfavorable processing condition of Fig. 4 for providing for the embodiment of the present invention;
The long structural representation apart from self-balancing slide device in thrusting slip construction method of long-span bridge box-beam structure entirety that Fig. 5 provides for the embodiment of the present invention.
In Fig. 5,
1: pushing tow unit; 2: jacking unit; 4,5: vertical jack; 3,6: level jack.
Detailed description of the invention
Long-span bridge box-beam structure entirety length the present invention being proposed below in conjunction with the drawings and specific embodiments is described in further detail apart from thrusting slip construction method.According to the following describes and claims, advantages and features of the invention will be clearer.It should be noted that, accompanying drawing all adopts very the form of simplifying and all uses non-ratio accurately, only in order to convenient, the object of the aid illustration embodiment of the present invention lucidly.
Core concept of the present invention is, provide a kind of long-span bridge box-beam structure entirety long apart from thrusting slip construction method, orographic condition is special at the construction field (site), or long-span bridge box-beam structure can not carry out in the situation of construction working across interior below, use pushing tow unit and the jacking unit circulation jack-up bridge case beam in its self-balancing slide device and move it, described self-balancing slide device in use simultaneously, can not produce horizontal thrust to permanent bridge pier, stationarity and safety that bridge case back pushes away are guaranteed, effectively avoid bridge box-beam structure across the special impact that sliding construction is caused of lower position orographic condition, especially be the important main line of communication such as speedway or railway to structural base, in the situation that cannot sealing car construction, this top gliding construction method has ensured that long-span bridge case beam length is apart from the accurate and safety of incremental launching construction under the condition that need not close a road to traffic and guarantee to have a good transport and communication network especially.
Please refer to Fig. 1 to 5, the long structural representation apart from falsework system in thrusting slip construction method of long-span bridge box-beam structure entirety that Fig. 1 provides for the embodiment of the present invention; Schematic diagram after the long-span bridge box-beam structure entirety length that Fig. 2 provides for the embodiment of the present invention completes apart from thrusting slip construction method jackshaft box girder assembling; The long structural representation apart from encorbelmenting in thrusting slip construction method and supporting of long-span bridge box-beam structure entirety that Fig. 3 provides for the embodiment of the present invention; The long-span bridge box-beam structure entirety long simulation schematic diagram apart from thrusting slip construction method the most unfavorable processing condition of Fig. 4 for providing for the embodiment of the present invention; The long structural representation apart from self-balancing slide device in thrusting slip construction method of long-span bridge box-beam structure entirety that Fig. 5 provides for the embodiment of the present invention.
The embodiment of the present invention provides a kind of long-span bridge box-beam structure entirety long apart from thrusting slip construction method, and it comprises: step 1: set up falsework system as shown in Figure 1 at thrusting slip axis rear; Step 2: the top at permanent bridge pier and falsework arranges self-balancing slide device, and described self-balancing slide device comprises pushing tow unit 1 and jacking unit 2; Step 3: use segmentation bridge case beam that plant equipment lifting needs slippage to the assembled entirety that is welded into of level in falsework system; Step 4: by the pushing tow unit 1 jack-up bridge case beam in self-balancing slide device described in computer control and move a segment distance along thrusting slip axis front; Step 5: by the jacking unit 2 jack-up bridge case beams in self-balancing slide device described in computer control, original position is got back in described pushing tow unit 1 simultaneously; Step 6: repeating step four, five, until the sliding of bridge case back is moved on to position.
Further, in step 2, for reducing pushing tow span, depend on permanent bridge pier across the interior direction setting support of encorbelmenting as shown in Figure 3, in the described support of encorbelmenting, described self-balancing slide device is also set, for ensureing cantilever supporting frame safety, self-balancing slide device initiatively loads 100 tons in pushing tow process, and load exceedes this value jack decline unloading.
Further, as shown in Figure 2, in step 3, segmentation bridge box girder assembling is being become after entirety, the pre-splicing truss-like nose girder installing is fixing with assembled good bridge case beam docking in falsework system, for reducing the maximum hogging moment of bridge box girder sliding process.
Further, as shown in Figure 4, before carrying out step 4, the simulation of its bottom slide device spacing and payload values while using pushing tow unit 1 in self-balancing slide device and jacking unit 2 initiatively to load bridge case beam in falsework system to carry out the most unfavorable processing condition, the stress value that in simulation, monitoring obtains is contrasted with the theoretical value of calculating, if the former is less than the latter, work progress safety, proceeds step 4; If the former is more than or equal to the latter, work progress is risky, adjusts construction method until guarantee work progress safety, then proceeds step 4.
Concrete, if the former is more than or equal to the latter, reduces the distance between self-balancing slide device or increase its quantity until the former is less than the latter.
Further, in step 5, in the time of described jacking unit jack-up bridge case beam, along the direction vertical with thrusting slip axis, bridge case beam is carried out to correction work by jacking unit described in computer control.
Further, as shown in Figure 5, described pushing tow unit 1 comprises respectively vertical jack 4,5 with jacking unit 2, described vertical jack 4,5 is for bridge case beam described in the vertical direction jack-up, described pushing tow unit 1 also comprises horizontal sliding unit, and described horizontal sliding unit moves along thrusting slip axis for the vertical jack 4 that promotes in the horizontal direction described pushing tow unit 1.
Further, described horizontal sliding unit comprises sliding element inside casing, slide rail, sliding element slide block and level jack 3, described slide rail is arranged in described sliding element inside casing along thrusting slip axis direction, described sliding element slide block and described slide rail are slidably connected, described slide rail adopts the minimum material of friction factor to make, with the frictional force of frame bottom plate in balance bridge case beam base plate and sliding element, vertical jack 4 in described pushing tow unit 1 is arranged on described sliding element slide block, described level jack 3 in described horizontal sliding unit is arranged in described sliding element inside casing, its one end is connected with described sliding element slide block, described level jack 3 drives described sliding element slide block to move along thrusting slip axis direction in described sliding element inside casing by telescoping cylinder.
Further, described jacking unit 2 also comprises level correction unit, and described level correction unit moves along the direction vertical with thrusting slip axis for the vertical jack 5 that promotes in the horizontal direction described jacking unit 2.
Further, described level correction unit comprises correction unit inside casing, correction unit slide block and two level jack 6, described correction unit slide block is arranged in described correction unit inside casing, described correction unit inside casing adopts the minimum material of friction factor to make, with the frictional force of frame bottom plate in balance bridge case beam base plate and correction unit, vertical jack in described jacking unit 2 is arranged on described correction unit slide block, described two level jack 6 in described level correction unit are arranged at respectively the relative both sides of described inside casing along the direction vertical with thrusting slip axis, its one end is all connected with described correction unit slide block, in the same direction correcting process of bridge case beam, two level jack 6 in described jacking unit 2 one are stretched a contracting all the time, drive described correction unit slide block to move along the direction vertical with thrusting slip axis in described correction unit inside casing.
Concrete, described step 4 is specially: stretch cylinder jack-up bridge case beam by the vertical jack 4 in pushing tow unit 1 described in computer control, bridge case beam is controlled the vertical jack 5 contracting cylinders in described jacking unit 2 after by jack-up, by the horizontal sliding cell operation in computer control pushing tow unit 1, the vertical jack 4 that level jack 3 is stretched in cylinder promotion pushing tow unit 1 drives bridge case beam to move a segment distance along thrusting slip axis front again.
Concrete, described step 5 is specially: stretch cylinder jack-up bridge case beam by the vertical jack 5 in jacking unit 2 described in computer control, bridge case beam is controlled the vertical jack 4 contracting cylinders in described pushing tow unit 1 after by jack-up, by the horizontal sliding cell operation in computer control pushing tow unit 1, level jack 3 contracting cylinders pull the vertical jack 4 in pushing tow unit 1 to move and get back to original position along thrusting slip axis rear again.
In sum, orographic condition is special at the construction field (site) apart from thrusting slip construction method for the long-span bridge box-beam structure entirety length that the embodiment of the present invention provides, or long-span bridge box-beam structure can not carry out in the situation of construction working across interior below, use pushing tow unit 1 and the jacking unit 2 circulation jack-up bridge case beams in its self-balancing slide device and move it, described self-balancing slide device in use simultaneously, can not produce horizontal thrust to permanent bridge pier, stationarity and safety that bridge case back pushes away are guaranteed, effectively avoid bridge box-beam structure across the special impact that sliding construction is caused of lower position orographic condition, especially be the important main line of communication such as speedway or railway to structural base, in the situation that cannot sealing car construction, this top gliding construction method has ensured that long-span bridge case beam length is apart from the accurate and safety of incremental launching construction under the condition that need not close a road to traffic and guarantee to have a good transport and communication network especially.
Obviously, those skilled in the art can carry out various changes and modification and not depart from the spirit and scope of the present invention the present invention.Like this, if within of the present invention these are changed and modification belongs to the scope of the claims in the present invention and equivalent technologies thereof, the present invention is also intended to comprise these changes and modification interior.
Claims (12)
1. long-span bridge box-beam structure entirety is long is characterized in that apart from a thrusting slip construction method, comprising:
Step 1: set up falsework system at thrusting slip axis rear;
Step 2: the top at permanent bridge pier and falsework arranges self-balancing slide device, and described self-balancing slide device comprises pushing tow unit and jacking unit;
Step 3: use segmentation bridge case beam that plant equipment lifting needs slippage to be assembled into entirety to level in falsework system;
Step 4: by the pushing tow unit jack-up bridge case beam in self-balancing slide device described in computer control and move a segment distance along thrusting slip axis front;
Step 5: by the jacking unit jack-up bridge case beam in self-balancing slide device described in computer control, original position is got back in described pushing tow unit simultaneously;
Step 6: repeating step four, five, until the sliding of bridge case back is moved on to position.
2. long-span bridge box-beam structure entirety according to claim 1 is long apart from thrusting slip construction method, it is characterized in that, in step 2, depend on permanent bridge pier in the support of encorbelmenting across interior direction setting, in the described support of encorbelmenting, described self-balancing slide device is also set.
3. long-span bridge box-beam structure entirety according to claim 1 is long apart from thrusting slip construction method, it is characterized in that, in step 3, segmentation bridge box girder assembling is being become after entirety, the pre-splicing truss-like nose girder installing is fixing with assembled good bridge case beam docking in falsework system.
4. long-span bridge box-beam structure entirety according to claim 1 is long apart from thrusting slip construction method, it is characterized in that, before carrying out step 4, in falsework system, use self-balancing slide device initiatively to load bridge case beam and carry out the most unfavorable processing condition simulation, the stress value that in simulation, monitoring obtains is contrasted with the theoretical value of calculating, if the former is less than the latter, work progress safety, proceeds step 4; If the former is more than or equal to the latter, work progress is risky, adjusts construction method until guarantee work progress safety, then proceeds step 4.
5. long-span bridge box-beam structure entirety according to claim 4 is long is characterized in that apart from thrusting slip construction method, if the former is more than or equal to the latter, reduces the distance between self-balancing slide device or increases its quantity until the former is less than the latter.
6. long-span bridge box-beam structure entirety according to claim 1 is long apart from thrusting slip construction method, it is characterized in that, in step 5, in the time of described jacking unit jack-up bridge case beam, along the direction vertical with thrusting slip axis, bridge case beam is carried out to correction work by jacking unit described in computer control.
7. long apart from thrusting slip construction method according to the long-span bridge box-beam structure entirety described in claim 1 to 6 any one, it is characterized in that, described pushing tow unit includes vertical jack with jacking unit, described vertical jack is for bridge case beam described in the vertical direction jack-up, described pushing tow unit also comprises horizontal sliding unit, and described horizontal sliding unit moves along thrusting slip axis for the vertical jack that promotes in the horizontal direction described pushing tow unit.
8. long-span bridge box-beam structure entirety according to claim 7 is long apart from thrusting slip construction method, it is characterized in that, described horizontal sliding unit comprises sliding element inside casing, slide rail, sliding element slide block and level jack, vertical jack in described pushing tow unit is arranged on described sliding element slide block, and described level jack is driven on the slide rail of described sliding element slide block in described sliding element inside casing and moved along thrusting slip axis direction by telescoping cylinder.
9. long-span bridge box-beam structure entirety according to claim 7 is long apart from thrusting slip construction method, it is characterized in that, described jacking unit also comprises level correction unit, and described level correction unit moves along the direction vertical with thrusting slip axis for the vertical jack that promotes in the horizontal direction described jacking unit.
10. long-span bridge box-beam structure entirety according to claim 9 is long apart from thrusting slip construction method, it is characterized in that, described level correction unit comprises correction unit inside casing, correction unit slide block and two level jack, vertical jack in described jacking unit is arranged on described correction unit slide block, described two level jack in described level correction unit are arranged at respectively the relative both sides of described inside casing along the direction vertical with thrusting slip axis, in the same direction correcting process of bridge case beam, two level jack in described jacking unit one are stretched a contracting all the time, drive described correction unit slide block to move along the direction vertical with thrusting slip axis in described correction unit inside casing.
11. long-span bridge box-beam structure entirety according to claim 7 are long apart from thrusting slip construction method, it is characterized in that, described step 4 is specially: stretch cylinder jack-up bridge case beam by the vertical jack in pushing tow unit described in computer control, bridge case beam is controlled the vertical very heavy synthlipsis cylinder in described jacking unit after by jack-up, by the horizontal sliding cell operation in computer control pushing tow unit, the vertical jack promoting in pushing tow unit drives bridge case beam to move a segment distance along thrusting slip axis front again.
12. long-span bridge box-beam structure entirety according to claim 7 are long apart from thrusting slip construction method, it is characterized in that, described step 5 is specially: stretch cylinder jack-up bridge case beam by the vertical jack in jacking unit described in computer control, bridge case beam is controlled the vertical very heavy synthlipsis cylinder in described pushing tow unit after by jack-up, by the horizontal sliding cell operation in computer control pushing tow unit, pull the vertical jack in pushing tow unit to move and get back to original position along thrusting slip axis rear again.
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| CN105568866A (en) * | 2015-12-31 | 2016-05-11 | 中铁二十局集团第六工程有限公司 | Incremental launching construction method for large-span steel box girder spanning constructed road |
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| CN106592435A (en) * | 2016-12-13 | 2017-04-26 | 湖北华舟重工应急装备股份有限公司 | Transition truss for building large-span assembled steel bridge |
| CN107849831A (en) * | 2015-10-21 | 2018-03-27 | 韩国铁道技术研究院 | Method for carrying out pushing tow/construction bridge using prefabricated panel and steel-pipe concrete truss |
| CN110080120A (en) * | 2019-04-10 | 2019-08-02 | 四川雅康高速公路有限责任公司 | Between tunnel on Long span curve simply supported steel box girder beam pushing tow box beam construction method |
| CN111765997A (en) * | 2020-07-22 | 2020-10-13 | 中铁二十三局集团第二工程有限公司 | Incremental launching beam monitoring and controlling construction method |
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| CN106592435A (en) * | 2016-12-13 | 2017-04-26 | 湖北华舟重工应急装备股份有限公司 | Transition truss for building large-span assembled steel bridge |
| CN110080120A (en) * | 2019-04-10 | 2019-08-02 | 四川雅康高速公路有限责任公司 | Between tunnel on Long span curve simply supported steel box girder beam pushing tow box beam construction method |
| CN110080120B (en) * | 2019-04-10 | 2020-12-29 | 四川雅康高速公路有限责任公司 | Construction method for pushing box girder on large-span curve simply-supported steel box girder between tunnels |
| CN111765997A (en) * | 2020-07-22 | 2020-10-13 | 中铁二十三局集团第二工程有限公司 | Incremental launching beam monitoring and controlling construction method |
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| CN103924528B (en) | 2016-03-09 |
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