CN202492807U - Steel box girder walking-type multi-point incremental launching construction system - Google Patents
Steel box girder walking-type multi-point incremental launching construction system Download PDFInfo
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- CN202492807U CN202492807U CN2012201217248U CN201220121724U CN202492807U CN 202492807 U CN202492807 U CN 202492807U CN 2012201217248 U CN2012201217248 U CN 2012201217248U CN 201220121724 U CN201220121724 U CN 201220121724U CN 202492807 U CN202492807 U CN 202492807U
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Abstract
The utility model discloses a steel box girder walking-type multi-point incremental launching construction system. Incremental launching devices are arranged on top portions of each temporary pier, main pier and assembly platform. Falling beam frames are arranged in front of and on back of the incremental launching devices. Each set of the incremental launching devices is composed of a plurality of vertical lifting jacks and a pushing lifting jack. A plurality of incremental launching devices are uniformly controlled by a control circuit to lift or move levelly together. A prioritization scheme aiming at overcoming shortcomings of a dragging-type incremental launching mode is adopted in the steel box girder walking-type multi-point incremental launching construction system and includes that: firstly, the vertical lifting jacks are used to enable a whole body of the steel box girder to be jacked and separated from the falling beam frames, secondly, the pushing lifting jack is used to push the whole body of the steel box girder for a distance along a longitudinal bridge direction, thirdly, the steel box girder is lowered to the falling beam frames, and at last the pushing lifting jack retracts and prepares for next incremental launching.
Description
Technical field
The utility model relates to the steel case back that technology is applicable to the relevant large bridge of highway, railway systems and pushes away technical field of construction, relates in particular to the application of multiple spot walking pushing tow system.
Background technology
The pull-alongs pushing tow is the common process that steel case back pushes away construction, promptly on platform for lining, interim pier, main pier lower transverse beam, slipway beam is set, and steel case beam adopts steel strand to slide through the continuous action jack traction in the place ahead on slipway beam.Every lifting, sections of welding, then dilatory sections, periodic duty, progressively that steel case beam is dilatory to the opposite bank, accomplish installation until steel case beam.
This scheme is used more, technical maturity in the incremental launching construction at home, and its major defect is summarized as follows:
1., Dun Ding produces than levels power
The pull-alongs pushing tow can produce than levels power in the Dun Ding position of interim pier with main pier, to interim pier rigidity requirement height, possibly cause the root concrete cracking and can't repair main pier.
2., the temporary pier roof construction is complicated
Pull-alongs pushing tow temporary pier roof construction is very complicated, and less stable is particularly vertically adjusted the stable bad of jack, in dilatory process, receives the influence of unbalance loading (horizontal force), and steel case beam has the danger of toppling.
Similarly patent application has: publication number is CN101078189A; Open day is on November 28th, 2007; Denomination of invention is the Chinese invention patent application of " a kind of steel box beam erection method that is applied to self-anchored suspension bridge "; It discloses a kind of steel box beam erection method of self-anchored suspension bridge, its at first on the coast or non-navigation zone the steel box beam bracket is set, on the steel box beam bracket, steel case beam is carried out the preparatory assembly unit of segmentation; Steel case girder temporary pier is set; To piece together good steel case beam in advance with the method for pushing tow or towing and pass forward, steel case beam is moved on on the steel case girder temporary pier from the steel box beam bracket, and utilize steel case girder temporary pier to support; Press this method continuation preparatory assembly unit of segmentation and pushing steel box girder until arriving the opposite, river course on the bank.
Publication number is CN101250855A; Open day is on August 27th, 2008; Denomination of invention discloses a kind of construction of multi-point integral top pulling steel case beam for the Chinese invention patent application of " construction of multi-point integral top pulling steel case beam method "; It utilizes pushing tow jack rise that steel case beam and nose girder are applied jacking force, provides support and adjust the respective point absolute altitude through the jacking jack in addition.This technical scheme remains through push-and-pull/towing mode to come steel case beam is carried out pushing tow.
Publication number is CN101967800A, and open day is on February 9th, 2011, and denomination of invention discloses a kind of thrusting slip method of setting up of large-tonnage steel case beam for " the thrusting slip method of setting up of steel case beam ".At first push up and arrange leveling steel pad case, obtain burnishing surface, active pusher or passive pusher are installed on burnishing surface are used hydraulic jack with the beam that rises and falls at each bridge pier; And, start initiatively pusher then with steel case beam immigration bridge pier, drive the slippage forward of steel box girder body; Treat that the piston stroke traveling finishes, the beam that rises and falls of hoisting is simultaneously again used hydraulic jack, jack-up steel case beam; And initiatively pusher is returned to initial position, falls hydraulic jack again; Repeat piston stroke, make steel case beam move in place.In this technical scheme, remain through the active pusher steel case beam is applied jacking force, and hydraulic jack holder-on steel case beam just the resetting for the active pusher of jack-up that make progress.Therefore, the drawback that still has plug-type pushing tow.
The utility model content
The purpose of the utility model is the above-mentioned shortcoming to the pull-alongs pushing tow, provides a kind of improved suspension bridge steel case back to push away constructure scheme.
In order to achieve the above object; The utility model has adopted following technical scheme: steel case beam walking multi-point pushing construction system; Comprise the bridge braced structures that comprises platform for lining, interim pier and main pier of vertically arranging along bridge; Thrustor, running gear, hydraulic system and control system are installed on the bridge braced structures, it is characterized in that: the fixing suspension bracket of lifting that is used to promote said steel case beam is installed on the said platform for lining, at least one cover thrustor is set at each interim pier, main pier and platform for lining top; Be provided with fall roof beam structure along bridge longitudinally at thrustor; Every cover thrustor is made up of some vertical jack and a passing jack, and vertical jack top is mounted with the jack bearing beam that is used to carry steel case beam, and vertical jack is fixed on the vertical jacking bracket; Said vertical jacking bracket be placed in the slipping base at the very heavy top of said passing and relatively slipping base vertically move, overlap thrustor by common up-down of the unified control of control circuit or translation more.
Further, the first-elected sections front end of steel case beam is provided with steel nose girder, and steel nose girder adopts the trussed construction form, and the steel nose girder front bottom end is provided with the inclined-plane to the front upper place inclination.
Said fixedly suspension bracket has fixed feet and movable leg; Fixed feet is fixedly installed on the bridge abutment pier; Movable leg slides against the end face track adjacent to steel case beam or steel nose girder on the platform for lining of abutment pier; Between fixed feet and the movable leg is main truss, is laid with the hoisting mechanism slideway on the main truss.
Scoop out device at interim pier or main pier near the side setting that steel case back pushes away originating terminal, the said device that scoops out comprises a holder, and one is installed on the roller at holder top, and hydraulic jack.
Said slipping base is provided with and is used to limit the said vertical jacking bracket longitudinal spacing structure of shift length forward.
Said slipping base also is provided with the cross spacing structure that is used to limit said steel case beam transverse shift.
The multiple spot walking pushing tow system that the utility model adopts is the prioritization scheme after improving to the shortcoming of pull-alongs pushing tow mode, promptly at multiple spots such as platform for lining, each interim pier, main piers thrustor is installed, and it is separated the jacking of steel box girder integral with the roof beam structure that falls with vertical jack earlier; Utilize then and pass the vertical bridge of jack to passing a stroke; Transfer steel case beam again to the roof beam structure that falls, then retraction is passed jack, prepares the pushing tow of next stroke; Periodic duty is accomplished installation until steel case beam.
The steel case back of the utility model pushes away construction and adopts multiple spot walking pushing tow system, except that the shortcoming that can solve common process, also has the following advantages:
1., greatly reduce pier top horizontal force
Independently in the pushing tow system, tractional force forward equates with friction counter-force numerical value, and is in the opposite direction at each; Be a pair of internal force; Interim pier or main pier are not constituted external force, at the uniform velocity in the pushing tow process and under the synchronous situation of each thrustor, do not have horizontal force in theory.When each stroke begins with end, smaller horizontal force is arranged, consider synchronous difference, maximum horizontal power also can be ignored with respect to pull-alongs.
2., simplified interim pier roof construction
Thrustor is as an integrated member, and itself structure is also comparatively simple.The thrustor below has only two-layer distribution beam, and structure is greatly simplified, and construction safety is guaranteed in the bigger raising of stability.
3., little to the damage of steel case beam
Vertical jack in the thrustor is controlled by computer control system, can under different operating modes, adjust vertical top lift as required, makes the stress value of steel case beam reach minimum, guarantees the safety of steel case beam.
4., construction cost less expensive
Walking reduces than the auxiliary steel using amount of pull-alongs, and construction cost is comparatively economical.
Description of drawings
Fig. 1 is the utility model construction facade arrangement diagram.
Fig. 2 is the utility model construction layout plan.
Fig. 3 is fixedly suspension bracket and platform for lining scheme of installation.
Fig. 4 be steel case beam promote put in place and with steel nose girder connection sketch map.
Fig. 5 is a temporary pier top thrustor facade arrangement diagram.
Fig. 6 is the temporary pier top facade arrangement diagram that band scoops out device.
Wherein, main pier 3 interim pier 4 interim pier 5 main pier 6 interim pier 7 transition pier 8 of transition pier 1 platform for lining 2 promote fixedly the suspension bracket 9 rear support legs 9.1 front leg struts 9.2 thrustors 10 vertical jack 10.1 passing jack 10.2 bearing beams 10.3 bearings 10.4 slipping base 10.5 steel nose girders 11 inclined-planes 11.1 roof beam structure 12 steel case beams 13 that fall and scoop out device 14 holders 14.1 rollers 14.2
The specific embodiment
As shown in Figure 1; Push away technological requirement and field condition according to steel case back; At girder design attitude place,, arrange successively: braced structuress such as transition pier 1, platform for lining 2, main pier 3, interim pier 4, interim pier 5, main pier 6, interim pier 7 and transition pier 8 along indulging the bridge direction.Upstream and downstream both sides at interim pier 4,5 are provided with crash bearer.The steel case beam that is provided for the lifting of steel case beam, spelling and welding at transition pier 1 and 2 of platform for lining promotes fixedly suspension bracket 9.On platform for lining 2, each main pier and interim pier, thrustor 10 is set.
Wherein,
As shown in Figure 3, platform for lining 2 is the important construction part of steel case beam coupling, welding and pushing tow, adopts plane T font structure.Consider cost control, wherein the 10 middle root canal piles that are positioned at of stressed maximum adopt the variable cross-section design, and promptly the bottom is a Φ 1.2m bored pile, and top is Φ 1.0m steel pipe pile, and vertical bridge is to being uniformly distributed with 5 rows, and every row's span is 8m; The both wings that are positioned at the upstream and downstream direction are respectively arranged 3 Φ 0.8m steel pipe piles, form platform for lining jointly.
Lifting as shown in Figure 3 fixedly suspension bracket 9 is assembled by 4 main couples, and its rear support leg 9.1 is fixed in transition pier 1, and front leg strut 9.2 is a movable supporting legs, can slide against the track of steel case beam or steel nose girder end face.At two ends transverse strut is set between main truss, lays rail on the main truss as the hoisting mechanism slideway, adopt hoist engine and assembly pulley to constitute hoisting mechanism, the maximum lift heavy of every cover hoisting mechanism is 60t, adopts the quadruplet hoisting mechanism to form the Hoisting System of steel case beam.
The stress and the amount of deflection of steel case beam are provided with steel nose girder as shown in Figure 3 11 at the first-elected sections front end of steel case beam during for the minimizing maximum cantilever, and the length of steel nose girder should be not less than the distance between the adjacent braced structures.Steel nose girder adopts i iron, channel-section steel and steel plate etc. to be combined into trussed construction.Steel nose girder is divided into the independent nose girder of upstream and downstream 2 width of cloth, and the middle system that connects adopts the steel pipe welding to form truss, connects system and both sides shaped steel firm welding.The steel nose girder front bottom end is provided with the inclined-plane 11.1 to the front upper place inclination.Be provided with near a side of pushing tow originating terminal at interim pier and main pier and scoop out device 14, the said device 14 that scoops out comprises that a holder 14.1, is installed on roller 14.2 and the hydraulic jack at holder top etc.Wherein, be depicted as the facade structures of interim pier 4 like Fig. 5,6, in order to reduce in the incremental launching construction the stressed of steel case beam under the maximum cantilever state, interim pier 4 shown in Figure 6 scoop out device 14 to adjacent main pier 3 directions reach, the actual footpath of striding is reduced.The steel nose girder front end arrives and to scoop out device and the front end inclined-plane through steel nose girder is pressed onto on the roller that scoops out device; In the process of passing forward; Scoop out device and begin to carry vertical pressure, force the conversion of steel box girder cantilever state to get into simply-supported state in advance, improve the stressed of steel case beam.Scooping out height of devices can regulate through hydraulic jack, and can accurately control the vertical force of carrying.In the jack-up step, jack-up is together together fallen in the step of whereabouts but is not fallen at the end (assurance has suitable vertical bearing capacity).After steel nose girder arrives the thrustor top, scoop out device and no longer act on, prevent that excessive unbalance loading from constituting influence to the safety of interim pier.
Construct according to following steps:
(1) the beam prefabricated processing of steel case.
(2) installation is prepared and set up to steel case beam site operation.
On-the-spot installation platform for lining 2 and interim pier, interim pier and main pier 6 also can finish but should guarantee before the steel nose girder front end arrives, to construct according to the follow-up construction of pushing tow progress.
Between platform for lining 2 and transition pier 1, install and promote fixedly suspension bracket 9, pumping plant, hydraulic system and control system are installed; At each interim pier, main pier and platform for lining top at least one cover thrustor 10 is installed, as shown in Figure 5, every cover thrustor is provided with roof beam structure 12 along the forward and backward longitudinally side of bridge.Every cover thrustor 10 is made up of some vertical jack 10.1 and a passing jack 10.2.Vertical jack 10.1 tops are mounted with the jack bearing beam 10.3 that is used to carry steel case beam, and vertical jack is fixed on the vertical jacking bracket 10.4, and said vertical jacking bracket 10.4 is placed on the slipping base 10.5 of passing jack 10.2 tops.When passing jack 10.2 when vertical jacking bracket applies the jacking force of horizontal direction, vertical jack and bearing thereof slide forward with respect to slipping base.The upper surface of slipping base is a steel slide plate, its role is to reduce the resistance that vertical jacking bracket slides forward.Slipping base be provided be used to limit said vertical jacking bracket forward shift length the longitudinal spacing structure and be used to limit the cross spacing structure of said steel case beam transverse shift.The cross spacing structure can be mounted in the steel roller on the slipping base, the horizontal off normal when its role is to reduce the pushing tow walking.In the said step 2.32, a stroke is 40～50 centimetres, 2～3 centimetres of the each reaches of the said passing jack of said longitudinal spacing structure qualification.Each overlaps thrustor by common up-down of the unified control of control circuit or translation.
Steel box girder segment after the segmentation of platform for lining end face connects welding, the many covers of control system control thrustor incremental launching construction by multipoint jacking, multiple spot walking pushing tow synchronous circulation " pushes away " " falling " four steps that " contract " through " top " and accomplishes the installation of steel case beams, and is specific as follows:
All vertical jack 10.1 synchronous top liftings to leaving roof beam structure 12 after about 3 centimetres, are held pressure with steel case beam 13 jack-up;
All are passed jack 10.2 and pass forward, make the steel case beam 13 at vertical jack 10.1 and top thereof pass a stroke jointly forward, about 40～50 centimetres, pass jack 10.2 and stop.In this process, 2～3 centimetres of the each reaches of jack are passed in the longitudinal spacing structure qualification, to avoid pushing the danger that excessively causes.
Vertical jack 10.1 slowly is offloaded to steel case beam 13 is placed on the roof beam structure 12, and vertical jack 10.1 continues to bounce back to and breaks away from more than 2 centimetres with steel case beam bottom.
Pass jack 10.2 retractions, return back to original position, prepare next stroke together with the vertical jack on it.
Repeat the beam full-bridge installation in place that falls of above-mentioned pushing tow operating procedure to each section steel case beam piecemeal.
In multiple spot walking incremental launching construction process, should guarantee that every cover hydraulic system adopts the unified control of a computer, to guarantee the thrustor synchronous working.In work progress, should carry out strict monitoring, as along steel case beam axis infrored equipment being set, in steel case beam coupling and pushing tow process, use infrared rays to carry out the axis monitoring at main Dun Chu; Adopt intelligent stress watch-dog that fixedly suspension bracket, steel nose girder and steel case beam are carried out the internal force monitoring simultaneously, in time grasp the safe condition of steel work, guarantee construction safety.
Claims (6)
1. steel case beam walking multi-point pushing construction system; Comprise the bridge braced structures that comprises platform for lining, interim pier and main pier of vertically arranging along bridge; Thrustor, running gear, hydraulic system and control system are installed on the bridge braced structures; It is characterized in that: the fixing suspension bracket of lifting that is used to promote said steel case beam is installed on the said platform for lining; At each interim pier, main pier and platform for lining top at least one cover thrustor is set, is provided with fall roof beam structure along bridge longitudinally at thrustor, every cover thrustor is made up of some vertical jack and a passing jack; Vertical jack top is mounted with the jack bearing beam that is used to carry steel case beam; Vertical jack is fixed on the vertical jacking bracket, said vertical jacking bracket be placed in the slipping base at the very heavy top of said passing and relatively slipping base vertically move, overlap thrustor by common up-down of the unified control of control circuit or translation more.
2. construction system according to claim 1 is characterized in that: the first-elected sections front end of steel case beam is provided with steel nose girder, and steel nose girder adopts the trussed construction form, and the steel nose girder front bottom end is provided with the inclined-plane to the front upper place inclination.
3. construction system according to claim 2; It is characterized in that: said fixedly suspension bracket has fixed feet and movable leg; Fixed feet is fixedly installed on the bridge abutment pier; Movable leg slides against the end face track adjacent to steel case beam or steel nose girder on the platform for lining of abutment pier, is main truss between fixed feet and the movable leg, is laid with the hoisting mechanism slideway on the main truss.
4. construction system according to claim 1 is characterized in that: scoop out device at interim pier or main pier near the side setting that steel case back pushes away originating terminal, the said device that scoops out comprises a holder, and one is installed on the roller at holder top, and hydraulic jack.
5. construction system according to claim 1 is characterized in that: said slipping base is provided with and is used to limit the said vertical jacking bracket longitudinal spacing structure of shift length forward.
6. construction system according to claim 5 is characterized in that: said slipping base also is provided with the cross spacing structure that is used to limit said steel case beam transverse shift.
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| CN2012201217248U CN202492807U (en) | 2012-03-27 | 2012-03-27 | Steel box girder walking-type multi-point incremental launching construction system |
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| CN2012201217248U CN202492807U (en) | 2012-03-27 | 2012-03-27 | Steel box girder walking-type multi-point incremental launching construction system |
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| CN102587291A (en) * | 2012-03-27 | 2012-07-18 | 中交四航局第一工程有限公司 | Walking type multipoint pushing construction method and walking type multipoint pushing construction system for steel box girder |
| CN103266573A (en) * | 2013-06-17 | 2013-08-28 | 中铁山桥集团有限公司 | Self-anchored suspension bridge steel box girder three-slideway synchronous jacking construction method |
| CN103556575A (en) * | 2013-11-11 | 2014-02-05 | 中铁十五局集团有限公司 | Steel box girder falling construction method for crossing railway trunk line |
| CN103711986A (en) * | 2013-11-29 | 2014-04-09 | 中交第四航务工程局有限公司 | Pushing system and method for factory method segment prefabrication construction |
| CN103774554A (en) * | 2013-10-30 | 2014-05-07 | 北京工业大学 | Main tower traction erecting method of self-anchored suspension bridge box girder |
| CN104373678A (en) * | 2014-09-05 | 2015-02-25 | 中国十七冶集团有限公司 | Infrared auxiliary installation method for trusses or pipelines in water pipe galley |
| CN105019359A (en) * | 2015-07-21 | 2015-11-04 | 宝鸡中铁宝桥天元实业发展有限公司 | Steel girder erecting structure and erecting method |
| CN105155418A (en) * | 2015-08-16 | 2015-12-16 | 腾达建设集团股份有限公司 | Construction method for bridge horizontal movement |
| CN106120787A (en) * | 2016-06-29 | 2016-11-16 | 中交第二航务工程局有限公司 | A kind of construction method carrying out pile sinking based on pushing tow travelling platform |
| CN106368129A (en) * | 2016-11-24 | 2017-02-01 | 中冶建工集团有限公司 | Pushing construction method of single-line railway steel truss bridge utilizing guide beam |
| CN108360385A (en) * | 2018-03-03 | 2018-08-03 | 中交第二航务工程局有限公司 | A kind of steel box-girder lifting limiting buffer construction method |
| CN113955681A (en) * | 2021-09-09 | 2022-01-21 | 中铁广州工程局集团有限公司 | Construction method for connecting and pushing steel beams |
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- 2012-03-27 CN CN2012201217248U patent/CN202492807U/en not_active Expired - Lifetime
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| CN102587291A (en) * | 2012-03-27 | 2012-07-18 | 中交四航局第一工程有限公司 | Walking type multipoint pushing construction method and walking type multipoint pushing construction system for steel box girder |
| CN102587291B (en) * | 2012-03-27 | 2014-11-05 | 中交四航局第一工程有限公司 | Walking type multipoint pushing construction method and walking type multipoint pushing construction system for steel box girder |
| CN103266573A (en) * | 2013-06-17 | 2013-08-28 | 中铁山桥集团有限公司 | Self-anchored suspension bridge steel box girder three-slideway synchronous jacking construction method |
| CN103266573B (en) * | 2013-06-17 | 2015-12-09 | 中铁山桥集团有限公司 | Steel Box Girder of Self-Anchored Suspension beam unidirectional single-point three slideway synchronous push construction method |
| CN103774554B (en) * | 2013-10-30 | 2015-11-18 | 北京工业大学 | A kind of king-tower tractive erection method of self-anchored suspension bridge case beam |
| CN103774554A (en) * | 2013-10-30 | 2014-05-07 | 北京工业大学 | Main tower traction erecting method of self-anchored suspension bridge box girder |
| CN103556575A (en) * | 2013-11-11 | 2014-02-05 | 中铁十五局集团有限公司 | Steel box girder falling construction method for crossing railway trunk line |
| CN103556575B (en) * | 2013-11-11 | 2015-07-29 | 中铁十五局集团有限公司 | Steel box girder falling construction method for crossing railway trunk line |
| CN103711986B (en) * | 2013-11-29 | 2016-11-02 | 中交第四航务工程局有限公司 | The pushing tow system of factory law tube coupling prefabricated construction and pushing method |
| CN103711986A (en) * | 2013-11-29 | 2014-04-09 | 中交第四航务工程局有限公司 | Pushing system and method for factory method segment prefabrication construction |
| CN104373678A (en) * | 2014-09-05 | 2015-02-25 | 中国十七冶集团有限公司 | Infrared auxiliary installation method for trusses or pipelines in water pipe galley |
| CN105019359A (en) * | 2015-07-21 | 2015-11-04 | 宝鸡中铁宝桥天元实业发展有限公司 | Steel girder erecting structure and erecting method |
| CN105155418A (en) * | 2015-08-16 | 2015-12-16 | 腾达建设集团股份有限公司 | Construction method for bridge horizontal movement |
| CN106120787A (en) * | 2016-06-29 | 2016-11-16 | 中交第二航务工程局有限公司 | A kind of construction method carrying out pile sinking based on pushing tow travelling platform |
| CN106120787B (en) * | 2016-06-29 | 2018-09-14 | 中交第二航务工程局有限公司 | A kind of construction method carrying out pile sinking based on pushing tow travelling platform |
| CN106368129A (en) * | 2016-11-24 | 2017-02-01 | 中冶建工集团有限公司 | Pushing construction method of single-line railway steel truss bridge utilizing guide beam |
| CN106368129B (en) * | 2016-11-24 | 2018-03-27 | 中冶建工集团有限公司 | A kind of push construction method of single-track railway steel truss bridge using nose girder |
| CN108360385A (en) * | 2018-03-03 | 2018-08-03 | 中交第二航务工程局有限公司 | A kind of steel box-girder lifting limiting buffer construction method |
| CN113955681A (en) * | 2021-09-09 | 2022-01-21 | 中铁广州工程局集团有限公司 | Construction method for connecting and pushing steel beams |
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Granted publication date: 20121017 |
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| CX01 | Expiry of patent term |