CN201614550U - 3000DWT bridge-erecting machine for full-span erection of steel truss bridge used for both double-layer four-track highway and railway - Google Patents
3000DWT bridge-erecting machine for full-span erection of steel truss bridge used for both double-layer four-track highway and railway Download PDFInfo
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- CN201614550U CN201614550U CN2009202767296U CN200920276729U CN201614550U CN 201614550 U CN201614550 U CN 201614550U CN 2009202767296 U CN2009202767296 U CN 2009202767296U CN 200920276729 U CN200920276729 U CN 200920276729U CN 201614550 U CN201614550 U CN 201614550U
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Abstract
A 3000DWT bridge-erecting machine for full-span erection of a steel truss bridge used for both double-layer four-track highway and railway is characterized in that the bridge-erecting machine comprises a support structure (1), a lower girder guide structure (2), a roller group (3), a front-end traction hoist (4) and a supporting girder transport vehicle (5). The utility model founds a construction method and special equipment for full-span erection of the biggest steel bridge with long span, large cross section and light deadweight, dramatically shortens the construction period of the biggest steel truss bridge and greatly saves the construction cost, and opens up the new direction for the construction technology of the bridge construction.
Description
Technical field
The utility model relates to a kind of bridge formation machine and corollary equipment thereof, 3000 tonnes of extraordinary bridge formation machines that set up in particularly a kind of 120 meters span double-layer four-line highway and railway dual-purpose truss steel bridge whole holes.
Background technology
For especially big double-layer four-line highway and railway dual-purpose bridge, particularly its main span degree is at the combined bridge of the weldable steel trusses formation in 105 meters～120 meters some holes, and their bridge pier height is roughly all about 45 meters.And the cross dimensions of steel truss girder is height * wide=12.0m * 32.74m, and for this super-huge steel bridge, having two kinds of existing erection construction methods to intend can be with reference to use: the one, and continuous beam longitudinal pull or vertical incremental launching positioning method, the 2nd, prefabricated subsection cantilever method.The former main points be at end of the bridge with single hole beam welding forming, be one vertically to couple together and become a continuous beam again with some Kong Liang, then along bridge center line direction, front end advances with the hoist engine traction is dilatory, is called erection by longitudinal pulling method.Perhaps advance with the oil cylinder pushing tow, be called vertical incremental launching method in the rear end.These two kinds of methods are similar.Since can only be on the end of the bridge circuit assembly group, have only a long and narrow linear service aisle, for above-mentioned several kilometers long grand bridge, its duration is very long will to become fast knot.Besides the latter's prefabricated subsection cantilever method.Its main points are to be similar to common bridge formation machine, adopt a removable support of via hole voluntarily, between two bridge piers, set up a shelf, then a hole beam being divided into a lot of beam Duan Yijie one of welding forming in advance saves land and feeds support below assigned address and hang and line up the string shape, then be to adjust the locus of beam section and linear, welding in the air at the scene is welded into whole Kong Liang with each beam section then, is that the beam that falls is in place at last.This method, just not saying its process complexity that aloft welds and task difficulty, its key still be the duration very long, and disturbed by natural climate and restriction, cold and rain can not welding procedure.
In addition, since this super-huge crane ' s major girder from great, jib-length is also big, so because the moment of flexure that the girder deadweight produces is bigger more than three times than the girder span centre maximal bending moment that is produced by lift heavy when freely-supported is set a roof beam in place unexpectedly, this is the phenomenon of the impossible generation of existing common bridge formation machine institute at big cantilever root.The more important thing is that in addition the counter-force that cantilever root supporting leg is produced is quite huge, also exceed more than three times of bearing capacity that frame body steel truss girder is allowed.
Summary of the invention
The purpose of this utility model is just for the erection construction excessive cycle and the too high problem of construction funds of the steel bridge of growing up that solves large span, big section, big deadweight, and 3000 tonnes of extraordinary bridge formation machines that provide a kind of 120 meters span double-layer four-line highway and railway dual-purpose truss steel bridge whole holes to set up.The utility model has been founded the steel bridge of growing up that can set up large span, big section, big deadweight and has been put in order job practices and the special equipment that set up in the hole, shorten construction period and a large amount of pork barrels of saving of the steel truss girder of growing up significantly, and opened up the new direction of construction technology for this type of bridge construction.
The purpose of this utility model can realize by following measure:
3000 tonnes of extraordinary bridge formation machines that set up in 120 meters span double-layer four-line highway and railway dual-purpose truss steel bridge whole holes of the present utility model comprise supporting structure, following nose girder structure, rolling bar group, front end rack winch, supporting Beam transportation vehicle;
A, described supporting structure comprise be erected at before and after gate-type supporting leg top about two trichord rod-type girder trusses, boom support rises and falls in the front and back of two forward and backward tops of trichord rod-type girder truss about being arranged on, and the front and back transverse splicing member between two trichord rod-type girder trusses about being connected, the boom support that rises and falls is provided with the lifting mechanism that adopts the general hydraulic pressure vertically-displacable jack of industry to constitute; The chord member and the web member of described trichord rod-type girder truss are easy-to-mount linear beam element;
The trichord rod-type girder truss of two two straddle type structures about b, described following nose girder structure comprise, and many transverse splicing members between two trichord rod-type girder trusses about being connected, hang below the lower chord of the girder truss of described supporting structure by roller set formula suspension gear described nose girder rear end down; Walking supporting leg and back walking supporting leg before the nose girder structural top is provided with down, the upper end of described forward and backward walking supporting leg combines with the girder truss of supporting structure, constitute the rolling matching relationship in the foot of preceding walking supporting leg lower end by road wheel group on being provided with and the anti-above and below that hangs the upper chord of two trichord rod-type girder trusses about walking wheels and following nose girder, formation rolling matching relationship above the upper chord of two trichord rod-type girder trusses about the foot of walking supporting leg lower end, back is by road wheel group on being provided with and following nose girder; And the support post of described forward and backward walking supporting leg is telescopic structure; The supporting on square pier top constitutes for the rolling bar group of being made up of rolling bar and base before the following nose girder and be positioned at, and the rolling bar group vertically is provided with two groups along nose girder down, and promptly two adjacent bridge piers tops are gone up respectively one group; Described roller set formula suspension gear is used for down, and nose girder is dragged the lower chord that will descend nose girder to hang at girder truss when moving forward to move forward together by vertical;
The wheel-track type that c, described supporting Beam transportation vehicle ride on the rubber-tyred fortune beam train is carried the beam dolly on the back, and this wheel-track type is carried the beam dolly on the back and adopted two layers of balanced beam type wheel combined body of the general dual track system of industry to be.
The chord member and the web member of the trichord rod-type girder truss described in the utility model are easy-to-mount linear beam element.
The support post column of the back walking supporting leg of nose girder structure is an internal and external casing formula structure under described in the utility model, and be provided with the vertical telescopic oil cylinder of big stroke, back walking supporting leg can be risen overally or descend, it during rising the feeding beam state, it during decline walking states, walking supporting leg in back is only walked along the upper chord of steel truss girder, so need not to establish anti-extension walking wheels.
Down back one of the trichord rod-type girder truss of nose girder structure stride trichord rod-type girder truss top and be provided with the M shape truss that divides truss again described in the utility model.
The rack winch of front end described in the utility model adopts two, is fixed on down the front end section of the left and right sides girder truss of nose girder, and pull rope and preceding square pier push up suitably to entangle firm and get final product.Like this, the installation of hoist engine just can be put things right once and for all, and is specially adapted to long-span bridge, and is very easy.
The utility model has following beneficial effect compared with prior art:
1) 120 meters span double-layer four-line highway and railway dual-purpose truss steels of integral erection beam safely and effectively, it sets up weight and reaches 3000 tons.This is the precedent never crossed of the whole world up to now.
2) with existing longitudinal pull set a roof beam in place method, vertically pushing tow set a roof beam in place method and the additive method of method and traversing carriage prefabricated subsection cantilever of setting a roof beam in place compared, have and significantly shorten construction period and a large amount of clear superiorities of saving operating expenses.
3) traditional concept, conventional method and the conventional art of building bridge and constructing have been broken, founded and to have set up the large span that surpasses 120 meters, surpassed 30 meters big width, surpassed job practices and the special equipment that set up in the whole hole of the steel bridge of growing up of 3000 tons big lift heavy, and opened up new direction of construction technology and new height for similar bridge construction.
Description of drawings
Fig. 1 to Fig. 1-4 is the overall pie graph of the utility model and the operation process chart of setting a roof beam in place thereof.Wherein Figure 1 shows that the feeding beam state, treat that the frame steel truss girder is sent in the bridge formation ventral along following nose girder 2; Fig. 1-1 is depicted as and treats that the frame steel truss girder is sling, and following nose girder 2 can be indulged and drag reach; Shown in Fig. 1-2 down nose girder is dragged to the position by vertical, waiting to set a roof beam in place can fall and in place; Mounting system 1 shown in Fig. 1-3 is along frame steel truss girder and the vertical shift forward of following nose girder 2; Bridge formation machine shown in Fig. 1-4 to the position of setting a roof beam in place in a new hole, can begin feeding beam again.
Figure 2 shows that the half-sectional view of A-A and B-B section among Fig. 1.
Fig. 2-1 is a M part enlarged drawing among Fig. 2.
Figure 3 shows that among Fig. 1 the half-sectional view of D-D section in the C-C section and Fig. 1-1.
The specific embodiment
The utility model is further described below with reference to embodiment (accompanying drawing):
3000 tonnes of extraordinary bridge formation machines that set up as Fig. 1 to Fig. 1-4 120 meters span double-layer four-line highway and railway dual-purpose truss steel bridge whole holes of the present utility model comprise supporting structure (1), following nose girder structure (2), rolling bar group (3), front end rack winch (4), supporting Beam transportation vehicle (5).
Wherein: described supporting structure (1) comprise be erected at before and after the gate-type supporting legs (7) top about two trichord rod-type girder trusses (6), boom support (8) rises and falls in the front and back of the forward and backward top of two trichord rod-type girder trusses (6) about being arranged on, and the front and back transverse splicing members (10) between two trichord rod-type girder trusses (6) about being connected, the boom support that rises and falls (8) is provided with the lifting mechanism (referring to Fig. 2 and Fig. 3) that adopts the general hydraulic pressure vertically-displacable jack (9) of industry to constitute.
The trichord rod-type girder truss (17) of two two straddle type structures about nose girder structure (2) comprises under described, (back one of this trichord rod-type girder truss is striden trichord rod-type girder truss top and is provided with the M shape truss that divides truss again), and the many transverse splicing members (18) between two trichord rod-type girder trusses about being connected, the nose girder total length is established six altogether under this transverse splicing member (18) edge specifically, be the front and back end each one, stride interior four uniform; Hang below the lower chord of the girder truss of described supporting structure by roller set formula suspension gear (11) described down nose girder rear end; Walking supporting leg (14) and back walking supporting leg (24) before nose girder structure (2) top is provided with down, before described, back walking supporting leg (14,24) upper end combines with the girder truss of supporting structure, the foot of preceding walking supporting leg (14) lower end by the last road wheel group (15) that is provided with and anti-hang walk wheels (16) and following nose girder (2) about two trichord rod-type girder trusses upper chord on, constitute the rolling matching relationship below, formation rolling matching relationship above the upper chord of two trichord rod-type girder trusses about the foot of walking supporting leg (24) lower end, back is by the last road wheel group (15) that is provided with and following nose girder (2); And the support post of described forward and backward walking supporting leg (14,24) is telescopic structure; The supporting on the preceding square pier of nose girder (2) top constitutes for the rolling bar group of being made up of rolling bar (21) and base (20) (3) and be positioned at down, and rolling bar group (3) vertically should be established two groups along nose girder (2) down, and promptly two adjacent bridge piers tops are upward respectively one group; Preceding walking supporting leg (14) is provided with the flexible guiding mechanism of short distance, the described support post column of the back walking supporting leg (24) of nose girder structure (2) down is internal and external casing formula result, and be provided with the vertical telescopic oil cylinder (referring to Fig. 2 and Fig. 3) of big stroke, back walking supporting leg (24) can be risen overally or descend, it during rising the feeding beam state, be walking states during decline, walking supporting leg in back is only along the upper chord walking of frame steel truss girder, so need not to establish anti-extension walking wheels.
Described supporting Beam transportation vehicle (5) is by rubber-tyred fortune beam train (22) and rides thereon ten wheel-track types and carry beam dolly (23) on the back and form (seeing Fig. 1-4 and Fig. 2, Fig. 2-2).Fortune beam train (22) is that the strip fluid power of being made up of 50 hydraulic suspension tire sets of two row drives combination vehicle, and promptly it is to be in series by the independently power flat bed car of more piece to be train (22).It is to adopt two layers of balanced beam type wheel combined body of the general dual track system of industry to be that wheel-track type is carried beam dolly (23) on the back.Each dolly has 8 wheels, whenever takes turns stressed equalization.Loading treats that the level of frame steel truss girder is such: ten dollies (23) ride over the assigned address on the train (22), and treat that frame steel truss girder system directly is bearing on ten dollies (23).So start the purpose that train (22) just can reach the fortune beam.Steel truss girder is transported in the abdomen of extraordinary bridge formation machine, promptly steel truss girder is climbed up down nose girder structure (2) operation of then just can setting a roof beam in place afterwards.
Trichord rod-type girder truss described in the utility model all adopts the linear beam element of being convenient to install and remove;
Front end rack winch (4) described in the utility model adopts two, is fixed on down the front end section of the left and right sides girder truss (17) of nose girder (2), and pull rope and preceding square pier push up suitably to entangle firm and get final product.Like this, the installation of hoist engine just can be put things right once and for all, and is specially adapted to long-span bridge, and is very easy.
The work flow of setting a roof beam in place of bridge formation machine of the present utility model is as follows:
As seen from Figure 1, forward and backward gate-type supporting leg (7) in the mounting system of the present utility model (1) has propped up and has stood on the bridge pier, following nose girder structure (2) also is bearing on the below bridge opening of mounting system (1), back walking supporting leg (24) has contracted, and supporting Beam transportation vehicle (5) carries to wait to set a roof beam in place and slowly draws close down nose girder (2) and hold afterwards.The track of nose girder (2) above the upper chord is all identical with track absolute altitude and gauge on Beam transportation vehicle (5) floor at present for this, both butt joints that can coincide, and must will dock the back with a special-purpose bridge both be fixed up.So the wheel-track type that starts above the Beam transportation vehicle (5) is carried beam dolly (23) on the back, to treat that the frame steel truss girder transports to down on the nose girder (2) from rubber-tyred fortune beam train (22), behind assigned address, start the hydraulic pressure vertically-displacable jack hoisting system (9) of the forward and backward support that rises and falls (8) on the mounting system (1), treating that the frame steel truss girder raises up, as Figure 1-1.After steel truss girder is sling, wheel-track type is carried beam dolly (23) zero load on the back and is turned back to above the rubber-tyred fortune beam train (22), then will descend vertical forward next position, hole that is dragged to of nose girder (2), vertical drag at present nose girder (2) rear end to be suspended mechanism (11) to hang, foot is also hung by anti-gear changing group (16) at preceding walking supporting leg (14), does the reach action together.Current bridge opening space is vacateed, and the boom support that rises and falls (8) can fall steel truss girder in place, and current this hole beam promptly sets up and finishes, and Beam transportation vehicle (5) has also returned the rear and gone to have loaded and transported a new hole steel truss girder.Shown in Fig. 1-2.At this moment back walking supporting leg (24) has descended and has stood on the frame steel truss girder upper chord, the walking supporting leg is stressed before and after this moment, and can raise a little simultaneously, and gate-type supporting leg (7) leaves Dun Ding before and after allowing, do not stress, entire bracket system (1) be at any time can the vertical shift via hole state.
By Fig. 1-3 as seen, mounting system (1) has forwards moved certain distance along the upper chord of frame steel truss girder and following nose girder (2).
By Fig. 1-4 as seen, mounting system (1) vertical shift prepares to set up the steel truss girder in this hole to next position, hole.Mounting system (1) is walked behind the position, a new hole, and gate-type supporting legs (7) are at the Dun Ding aligned position before and after making earlier, and walking supporting leg (14) and back walking supporting leg (24) have all suitably contracted before then making, and make front and back gate-type supporting legs (7) stand firm painstakingly at Dun Ding.Back walking supporting leg (24) has contracted fully then, and wait Beam transportation vehicle (5) comes feeding beam, and new one work cycle of setting a roof beam in place begins.
Claims (2)
1. set up with 3000 tonnes of bridge formation machines in a double-layer four-line highway and railway dual-purpose truss steel bridge whole hole, and it is characterized in that: it comprises supporting structure (1), following nose girder structure (2), rolling bar group (3), front end rack winch (4), supporting Beam transportation vehicle (5);
A, described supporting structure (1) comprise be erected at before and after the gate-type supporting legs (7) top about two trichord rod-type girder trusses (6), boom support (8) rises and falls in the front and back of the forward and backward top of two trichord rod-type girder trusses (6) about being arranged on, and the front and back transverse splicing members (10) between two trichord rod-type girder trusses (6) about being connected, the boom support that rises and falls (8) is provided with the lifting mechanism that adopts the general hydraulic pressure vertically-displacable jack (9) of industry to constitute;
The trichord rod-type girder truss (17) of two two straddle type structures about b, described following nose girder structure (2) comprise, and the many transverse splicing members (18) between two trichord rod-type girder trusses about being connected, hang below the lower chord of the girder truss of described supporting structure by roller set formula suspension gear (11) described nose girder rear end down; Walking supporting leg (14) and back walking supporting leg (24) before nose girder structure (2) top is provided with down, before described, back walking supporting leg (14,24) upper end combines with the girder truss of supporting structure, the foot of preceding walking supporting leg (14) lower end by the last road wheel group (15) that is provided with and anti-hang walk wheels (16) and following nose girder (2) about two trichord rod-type girder trusses upper chord on, constitute the rolling matching relationship below, formation rolling matching relationship above the upper chord of two trichord rod-type girder trusses about the foot of walking supporting leg (24) lower end, back is by the last road wheel group (15) that is provided with and following nose girder (2); And the support post of described forward and backward walking supporting leg (14,24) is telescopic structure; The supporting on the preceding square pier of nose girder (2) top constitutes for the rolling bar group of being made up of rolling bar (21) and base (20) (3) and be positioned at down;
The wheel-track type that c, described supporting Beam transportation vehicle (5) ride on the rubber-tyred fortune beam train (22) is carried beam dolly (23) on the back, and this wheel-track type is carried beam dolly (23) on the back and adopted two layers of balanced beam type wheel combined body of the general dual track system of industry to be.
2. bridge formation machine according to claim 1 is characterized in that: the described support post column of the back walking supporting leg (24) of nose girder structure (2) down is an internal and external casing formula structure, and is provided with the vertical telescopic oil cylinder of big stroke.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009202767296U CN201614550U (en) | 2009-12-10 | 2009-12-10 | 3000DWT bridge-erecting machine for full-span erection of steel truss bridge used for both double-layer four-track highway and railway |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009202767296U CN201614550U (en) | 2009-12-10 | 2009-12-10 | 3000DWT bridge-erecting machine for full-span erection of steel truss bridge used for both double-layer four-track highway and railway |
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| Publication Number | Publication Date |
|---|---|
| CN201614550U true CN201614550U (en) | 2010-10-27 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2009202767296U Expired - Fee Related CN201614550U (en) | 2009-12-10 | 2009-12-10 | 3000DWT bridge-erecting machine for full-span erection of steel truss bridge used for both double-layer four-track highway and railway |
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| CN (1) | CN201614550U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107747280A (en) * | 2017-10-16 | 2018-03-02 | 四川路桥桥梁工程有限责任公司 | The Bridge Erector of full span erection steel-pipe concrete truss |
| CN111778857A (en) * | 2020-06-23 | 2020-10-16 | 中交第二航务工程局有限公司 | Process for synchronously erecting upper and lower beams of double-layer overhead bridge of urban public rail |
-
2009
- 2009-12-10 CN CN2009202767296U patent/CN201614550U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107747280A (en) * | 2017-10-16 | 2018-03-02 | 四川路桥桥梁工程有限责任公司 | The Bridge Erector of full span erection steel-pipe concrete truss |
| CN111778857A (en) * | 2020-06-23 | 2020-10-16 | 中交第二航务工程局有限公司 | Process for synchronously erecting upper and lower beams of double-layer overhead bridge of urban public rail |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20101027 Termination date: 20111210 |