CN103993560A - Walking type jacking construction method and device for large-span reinforced concrete combined beams - Google Patents
Walking type jacking construction method and device for large-span reinforced concrete combined beams Download PDFInfo
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Abstract
The invention provides a walking type jacking construction method and device for large-span reinforced concrete combined beams. The walking type jacking construction method comprises the following steps that temporary piers are arranged between all main piers of a bridge girder; a jacking device and two bearing beams are installed on each temporary pier, wherein each jacking device is arranged between the corresponding two bearing beams; the reinforced concrete combined beams are arranged on the bearing beams of the temporary piers; the jacking devices carry out upward jacking in place and make contact with the bottoms of the reinforced concrete combined beams; the jacking devices continue to carry out upward jacking, jack the reinforced concrete combined beams and break away from the bearing beams; the jacking devices are pushed forward and drive the reinforced concrete combined beams to move forward by a set stroke; the jacking devices descend so that the reinforced concrete combined beams can be arranged on the bearing beams of the temporary piers in a supporting mode again; the jacking devices continue to descend to the initial positions and are pushed backwards to the initial positions, so that a jacking stroke is finished; the above steps are conducted repeatedly until construction of the whole bridge girder is completed. According to the walking type jacking construction method and device for the large-span reinforced concrete combined beams, manpower, material resources and financial resources are saved on the premise of guaranteeing the construction period; meanwhile, the walking type jacking construction method and device for the large-span reinforced concrete combined beams have the advantages that construction and operation are convenient, safety and reliability are realized, efficiency is high, the construction period is short, and the comprehensive cost is low.
Description
Technical field
The present invention relates to technical field of bridge engineering, refer to especially across a kind of large span steel reinforced concrete bondbeam or steel case beam or reinforced concrete beam walking push construction method and device in the Bridge Construction fields such as railway, highway, river.
Background technology
Along with the development of bridge cause, various construction methods occur in succession, and construction method must adapt to the design feature of bridge itself and concrete construction environment, and specific construction environment and execution conditions have also promoted the generation of new construction method.In current domestic bridge construction, comparatively conventional pushing process is pull-alongs multiple spot successively incremeantal launching method method, the method technical maturity, and construction cost is low, not high to equipment requirement.
The design of incremental launching method derives from the longitudinal pull construction method of steel bridge, and it has replaced hoist engine and coaster by level jack, with board-like sliding support, has replaced cylinder; Simultaneously incremental launching method is one of section construction method, with cantilever construction, by cross rack construction, rack construction is compared piecemeal, push construction method is disturbed minimum for traffic under bridge, in the bridge construction of crossing over rivers and existing line, be with a wide range of applications.Incremental launching method also has the prefabricated place of structure to be concentrated, the advantage of quick construction.
Pull-alongs pushing tow is the common process of steel case beam incremental launching construction, on platform for lining, Temporary Piers, main pier lower transverse beam, slipway beam is set, and the continuous action jack traction that steel case beam adopts steel strand to pass through the place ahead on slipway beam is slided.Every lifting, a sections of welding, draw a sections, and periodic duty, progressively draws steel case beam to opposite bank, until steel case beam completes installation.
This scheme is used more, technical maturity in incremental launching construction at home, and its major defect is summarized as follows:
1., Dun Ding produces compared with large horizontal force
Pull-alongs pushing tow can produce compared with large horizontal force in the Dun Ding position of Temporary Piers and main pier, high to Temporary Piers rigidity requirement, and main pier may be caused root concrete cracking and cannot be repaired.
2., temporary pier roof construction is complicated
Pull-alongs pushing tow temporary pier roof construction is very complicated, less stable, and the stability of particularly vertically adjusting jack is bad, in dilatory process, is subject to the impact of unbalance loading (horizontal force), and steel case beam has the danger of toppling.
Therefore, exist pier shaft is produced to larger horizontal thrust during this construction technology, and horizontal limit devices etc. arranges difficulty, effect is difficult to the problem guaranteeing; Meanwhile, in the method construction, need a large amount of manpowers to feed slide block to each steel slideway, the construction period is long, and efficiency of construction is lower, therefore must improve push construction method in the past, to meet engineering instructions for use.
Summary of the invention
Because the problems referred to above the object of the invention is in order to guarantee carrying out smoothly of bridge incremental launching construction, effectively reduce correction number of times, save correction required time, effectively guaranteeing under the prerequisite of duration human and material resources and financial resources while saving correction.
For achieving the above object, the invention provides a kind of large span steel reinforced concrete bondbeam walking push construction method, comprise the following steps:
(1) between each of bridge to be onstructed is across main pier, several Temporary Piers are set;
(2) thrustor and two bearing beams are installed on described Temporary Piers, the elemental height of described thrustor apical side height is less than described pad depth of beam, described two bearing beams arrange before and after the length direction of described bridge to be onstructed, and described thrustor is arranged between described two bearing beams;
(3) steel reinforced concrete bondbeam is erected on the bearing beam of Temporary Piers described in each;
(4) jacking that makes progress of described thrustor is in place, makes described thrustor contact the bottom of described steel reinforced concrete bondbeam;
(5) described thrustor continues upwards jacking, by described steel reinforced concrete bondbeam jack-up and depart from described bearing beam to setting height;
(6) the sliding case on described thrustor pushes forward along the length direction of described bridge to be onstructed, drives described steel reinforced concrete bondbeam to move forward a setting stroke;
(7) described thrustor declines, and described steel reinforced concrete bondbeam is erected on the bearing beam of Temporary Piers described in each again;
(8) described thrustor continues to drop to initial position, and the sliding case on thrustor pushes to initial position backward along the length direction of described bridge to be onstructed, completes a pushing tow stroke;
(9) repeat above-mentioned steps (4)～(8) until whole bridge completes construction.
The further improvement of large span steel reinforced concrete bondbeam walking push construction method of the present invention is, described steel reinforced concrete bondbeam carries out beam section spelling at the scene, the hoisting beam section that splicing length is 14～16m.
The further improvement of large span steel reinforced concrete bondbeam walking push construction method of the present invention is, described Temporary Piers top is provided with bent cap, and described thrustor and described two bearing beams are installed on described bent cap.
The further improvement of large span steel reinforced concrete bondbeam walking push construction method of the present invention is, comprises the method for the described steel reinforced concrete bondbeam of judgement misalignment of axe, comprises the following steps:
On the two sides, front and back of described bent cap, leave 50cm place outside described steel reinforced concrete bondbeam web hemline, setting-out goes out control point, and the described control point described in each on Temporary Piers bent cap is all in a straight line, and this straight line is parallel with the axis of described steel reinforced concrete bondbeam;
In the process of pushing tow, by measuring control point on each bent cap and the change of distance of described steel reinforced concrete bondbeam web hemline, judge the misalignment of axe of described steel reinforced concrete bondbeam.
The further improvement of large span steel reinforced concrete bondbeam walking push construction method of the present invention is, also comprises a method for correcting error, comprises the following steps:
Level tune oil cylinder is set on described thrustor, and described Level tune oil cylinder can carry out left and right horizontal adjusting to described steel reinforced concrete bondbeam along the width of described bridge to be onstructed;
The misalignment of axe of described steel reinforced concrete bondbeam is set to a threshold value of warning, stop pushing tow when the axis lateral deviation of described steel reinforced concrete bondbeam reaches described threshold value of warning, described Level tune oil cylinder is laterally rectified a deviation to described steel reinforced concrete bondbeam left and right adjusting.
The further improvement of large span steel reinforced concrete bondbeam walking push construction method of the present invention is, described threshold value of warning is set to misalignment of axe increment and the linearity range of misalignment of axe aggregate-value and the intersection of non-linear section of described steel reinforced concrete bondbeam.Wherein, described threshold value of warning adopts Principle of Statistics that field measurement data are analysed scientifically and comprehensively drawn with reference to empirical data, as whether carrying out the laterally basis for estimation of correction of steel reinforced concrete bondbeam.
In above-mentioned construction method, the present invention also provides a kind of large span steel reinforced concrete bondbeam walking type pushing device, comprising:
One slideway, described slideway bottom is provided with vertical jack;
One sliding case, be arranged at described slideway top, described sliding case both sides are provided with level jack and for measuring the displacement transducer of described level jack pushing tow stroke along first direction, described sliding case and described level jack keep being in transmission connection, and the horizontal jacking distance of described level jack is by described displacement transducer the real time measure.
The further improvement of large span steel reinforced concrete bondbeam walking type pushing device of the present invention is, described slideway lateral surface is provided with Level tune oil cylinder along the second direction perpendicular to described first direction, and described slideway is in transmission connection with the maintenance of described Level tune oil cylinder.
The further improvement of large span steel reinforced concrete bondbeam walking type pushing device of the present invention is, described sliding box top is provided with rubber pad.The length of described rubber pad is consistent with described sliding case length, and its width, rigidity etc. adopt finite element method (fem) analysis optimization to determine, so that steel reinforced concrete bondbeam base plate and web stress size meet the requirements.
Large span steel reinforced concrete bondbeam walking push construction method of the present invention, by the mating reaction of thrustor and bearing beam, passes steel reinforced concrete bondbeam piecemeal, and then completes the construction of whole bridge.Guaranteed carrying out smoothly of bridge incremental launching construction, according to the comparison of the horizontal off normal value of steel reinforced concrete bondbeam axis and threshold value of warning, laterally rectify a deviation in good time, effectively reduced correction number of times, saved correction required time, effectively guaranteeing under the prerequisite of duration human and material resources and financial resources while having saved correction; Use the inventive method also to have construction operation easy to operate, safe and reliable, efficiency is high, and total duration is short, the advantage that integrated cost is low.
Large span steel reinforced concrete bondbeam walking push construction method of the present invention, to ground under bridge and headroom no requirement (NR), does not affect and is open to traffic or opens the navigation or air flight; The material of setting up platform is mostly shaped steel and steel plate, is convenient to draw materials and reuse; Pushing tow process middle girder is stressed clear and definite, and absolute altitude etc. are easier to control, and do not have closure problem.
Adopt the correction threshold value of warning d proposing in large span steel reinforced concrete bondbeam walking push construction method of the present invention to determine method and method for correcting error, according to special item achievement, by in the circulation of actual pushing tow laterally off normal increment be controlled at the linear relationship stage with horizontal off normal aggregate-value, at the maximum off normal increment of this stage single cycle, will greatly reduce (for concrete engineering, can be reduced to 10mm by 30mm).Adopt after the control off normal measure that the present invention proposes simultaneously, can make average and the standard deviation of the horizontal off normal of each Temporary Piers position single cycle have obvious decline, therefore can make the off normal correction of incremental launching construction be controlled effectively.
Adopt large span steel reinforced concrete bondbeam walking push construction method of the present invention to apply in concrete Practical Project, by comparative analysis, the time required in whole pushing tow process is only 1/2～1/3 of conventional method, and efficiency is high, the duration is short.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Fig. 2 is the floor map of large span steel reinforced concrete bondbeam walking type pushing device of the present invention.
Fig. 3 is the bridge general arrangement in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Fig. 4 is the Temporary Piers schematic diagram in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Fig. 5 is the schematic diagram in place of thrustor in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Fig. 6 is the jacking intention in place of thrustor in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Fig. 7 is the jacking schematic diagram of thrustor in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Fig. 8 is that the level of thrustor in large span steel reinforced concrete bondbeam walking push construction method of the present invention pushes schematic diagram.
Fig. 9 is the decline schematic diagram of thrustor in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Figure 10 is the decline backhaul schematic diagram of thrustor in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
Figure 11 is the backhaul schematic diagram of the sliding case of thrustor in large span steel reinforced concrete bondbeam walking push construction method of the present invention.
The specific embodiment
In order to make object of the present invention, technical scheme and advantage clearer, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein, only in order to explain the present invention, is not intended to limit the present invention.
First coordinate referring to shown in Fig. 2, large span steel reinforced concrete bondbeam walking type pushing device 1 of the present invention, comprising:
One slideway 10, the bottom of described slideway 10 is provided with 4 vertical jack 120;
One sliding case 20, described sliding case 20 is arranged at the top of described slideway 10, the front and back sides of described sliding case 20 is provided with 4 level jack 110 and for measuring the displacement transducer of described level jack 110 pushing tow strokes along first direction (shown in figure for directions X), described sliding case 20 keeps being in transmission connection with described level jack 110, and the horizontal jacking distance of described level jack 110 is by described displacement transducer the real time measure.The top of described sliding case 20 is also provided with rubber pad 220;
The left and right side of described slideway 10 is provided with 4 Level tune oil cylinders 130 along the second direction perpendicular to described first direction, described slideway 10 keeps being in transmission connection with described Level tune oil cylinder 130, described Level tune oil cylinder 130 can drive described slideway 10 to move along second direction, thereby drives steel reinforced concrete bondbeam to move along second direction.
Coordinating referring to shown in Fig. 1, is the schematic flow sheet of large span steel reinforced concrete bondbeam walking push construction method of the present invention again, comprises the following steps:
S101 is in conjunction with shown in Fig. 3, for bridge general arrangement, after bridge 30 to be onstructed completes, be erected on main pier 40, again in conjunction with shown in Fig. 4, between each main pier 40 of bridge to be onstructed, several Temporary Piers 50 are set, main pier 40 and Temporary Piers 50 tops are provided with bent cap 60, are the middle ware partings 90 such as railway or river between Temporary Piers 50;
S102 is in conjunction with shown in Fig. 5, thrustor 1 and two bearing beams 70 are installed on the bent cap 60 of described Temporary Piers 50, the elemental height at the top of described thrustor 1 upper sliding case 20 is less than the height of described bearing beam 70, described two bearing beams 70 arrange before and after the length direction of described bridge 30 to be onstructed, and described thrustor 1 is arranged between described two bearing beams 70;
S103 is erected at steel reinforced concrete bondbeam 80 to be onstructed on the bearing beam 70 of Temporary Piers 50 described in each, is only the beam section of the steel reinforced concrete bondbeam 80 of pushing tow shown in figure;
S104 is in conjunction with shown in Fig. 6, and the vertical jack 120 of described thrustor 1 is in place by the top lift value of the setting jacking that makes progress, and makes the top of the sliding case 20 of described thrustor 1 contact the bottom of described steel reinforced concrete bondbeam 80 completely;
S105, in conjunction with shown in Fig. 7, continues upwards jacking by the vertical jack of described thrustor 1 120, drives described sliding case 20 by described steel reinforced concrete bondbeam 80 jack-up and departs from described bearing beam 70 to one setting heights;
S106 is in conjunction with shown in Fig. 8, by the sliding case of described thrustor 1 20 by level jack 110 along the length direction of described bridge 30 to be onstructed forward (in figure shown in the direction of arrow) push, drive described steel reinforced concrete bondbeam 80 to move forward a setting stroke, move to the travel position setting;
S107 is in conjunction with shown in Fig. 9, after steel reinforced concrete bondbeam 80 has moved forward, by the 120 contracting cylinder backhauls of the vertical jack of described thrustor 1, described steel reinforced concrete bondbeam 80 is erected on the bearing beam 70 of Temporary Piers 50 described in each again;
S108 is in conjunction with shown in Figure 10, the vertical jack of described thrustor 1 120 is continued to the backhaul of contracting cylinder to initial position, make described sliding case 20 depart from steel reinforced concrete bondbeam 80 completely, again in conjunction with shown in Figure 11, by the sliding case 20 of described thrustor 1, by level, the length direction receding cylinder backhaul to jack 110 along described bridge 30 to be onstructed, to initial position, completes a pushing tow stroke again;
S109 repeats above-mentioned steps S104～S108 until whole bridge completes construction.
Preferably, in above-mentioned pushing tow process, at bridge, each arranges several Temporary Piers between across main pier, as the installation site of thrustor 1, to reduce the length of steel reinforced concrete bondbeam cantilever end.Main pier also can be used as Temporary Piers in pushing tow process, Temporary Piers in main pier position shares main pier pile foundation and cushion cap, all the other Temporary Piers can adopt multi-column pier foundation, and its footpath, pile spacing and pile layout form etc. are specifically determined according to the stressed size in girder pushing tow process, stress form etc.
The form of fracture of steel reinforced concrete bondbeam can adopt the high grooved girder steel of 4.5m (also can adopt other height such as 3.9m, 4.2m, 4.8m) to form with 0.3m equal thickness steel concrete panel or Varying-thickness steel concrete panel, and the concrete height of grooved girder steel is determined by the design anti-bending bearing capacity size of steel reinforced concrete bondbeam.The making of steel reinforced concrete bondbeam, transportation etc. are subject to the impact of road limit for height limit for width, and it adopts on-the-spot processing, be welded into sections, lift to the construction method of spreading on support, and carry out at the scene beam section spelling, the hoisting beam section that splicing length is 14～16m.Further, each hoisting beam section adopts large automobile crane handling to the platform for lining being comprised of each Temporary Piers and main pier, by the linear spelling of design, becomes the long pushing tow steel reinforced concrete bondbeam section of 128m, implements incremental launching construction.
In pushing tow process, the sliding case 20 of thrustor 1 is the force structure that supports steel reinforced concrete bondbeam 80 girders, for making main beam stress balanced, top at sliding case 20 arranges rubber pad 220, and its size parameters such as () lengths is specifically determined according to the requirement of the intensity in pushing tow process, rigidity and stability.
On steel reinforced concrete bondbeam 80 girders during pier for guaranteeing safety, thrustor 1 is when girder reaches 40～60mm apart from the distance of bearing beam foremost, stop pushing tow, backhaul jack, the pushing tow that re-starts next stroke circulates and returns to normal 230mm pushing tow stroke, and then carry out pier on girder, to meet girder bottom, reach requirement more than 50cm with bearing beam contact width.Simultaneously, during the de-pier of girder for guaranteeing safety, thrustor 1 is when girder rearmost end reaches 150～170mm apart from the distance of bearing beam, stop pushing tow, backhaul jack, the pushing tow that re-starts next stroke circulates and returns to normal 230mm pushing tow stroke, and then in this circulation, girder can depart from the scope of bearing beam completely, makes to meet girder bottom, to reach requirement more than 50cm with bearing beam contact width after beam.
Preferably, in above-mentioned pushing tow process, the method that also comprises the described steel reinforced concrete bondbeam of judgement misalignment of axe: on described whole Temporary Piers, on the two sides, front and back of the bent cap below steel reinforced concrete bondbeam, leave 50cm place outside steel reinforced concrete bondbeam web hemline, setting-out goes out control point, all point-blank, this straight line is parallel with the axis of steel reinforced concrete bondbeam at whole theoretical control point on the Temporary Piers bent cap of front and back;
In the process of pushing tow, by measuring the change of distance of control point on each bent cap and steel reinforced concrete bondbeam web hemline, can judge the misalignment of axe of described steel reinforced concrete bondbeam.
For control the axis of girder in pushing tow process all the time in regulation scope in, in above-mentioned pushing tow process, also comprise a method for correcting error, comprise the following steps:
1.1 arrange Level tune oil cylinder 130 on thrustor 1, and described Level tune oil cylinder 130 can carry out left and right adjusting to steel reinforced concrete bondbeam 80 along the width of bridge 30 to be onstructed;
In 1.2 pushing tow processes, the misalignment of axe of steel reinforced concrete bondbeam 80 is set to a threshold value of warning d (size of threshold value of warning d is specifically determined according to the span of girder, each fabric width degree, statistical method and engineering experience etc.), when the misalignment of axe of steel reinforced concrete bondbeam 80 reaches threshold value of warning d, stop pushing tow, side direction horizontal regulates 130 pairs of steel reinforced concrete bondbeam 80 left and right adjusting of oil cylinder to rectify a deviation.
1.3 guarantee synchronous push: before each pushing tow, should carefully check the performance of central control system and each pier place thrustor, in pushing tow process, by pushing tow displacement and jacking force, carry out dual control, the pushing tow displacement of take is controlled as main, guarantees the displacement coordinating and unifying that moves ahead of girder left and right sides.
Dynamic monitoring measure during 1.4 pushing tow: establish midline shift monitoring point at girder front end and tail end end face, Continuous Observation in pushing tow process.Girder winches to after platform for lining, above girder web plate lower sideline, with red paint pen, make mileage graticule, graticule scale is 1cm, inside the bearing beam of Temporary Piers, the position of corresponding web is made with mark simultaneously, in pushing tow process, be positioned at like this that operating personnel on Temporary Piers working platform can observe whether both sides drilling depth synchronous intuitively, girder off normal whether, when finding center line off normal, according to threshold value of warning and actual off normal, be worth size relatively, rectify a deviation in good time.
1.5 spacing measures: spacing by various guiding devices during girder pushing tow, control girder lateral shift.
In above-mentioned method for correcting error, by monitored data, the misalignment of axe of steel reinforced concrete bondbeam (laterally off normal) is carried out to statistical analysis, when steel reinforced concrete bondbeam misalignment of axe aggregate-value less, misalignment of axe increment is linear with it, when steel reinforced concrete bondbeam misalignment of axe aggregate-value increases to one regularly, misalignment of axe increment becomes with it non-linear growth, therefore threshold value of warning d can be made as to the linearity range of circulation off normal increment and the intersection of non-linear section.Wherein, described threshold value of warning adopts Principle of Statistics that field measurement data are analysed scientifically and comprehensively drawn with reference to empirical data, as whether carrying out the laterally basis for estimation of correction of steel reinforced concrete bondbeam.
Adopt large span steel reinforced concrete bondbeam walking push construction method of the present invention: guaranteed carrying out smoothly of bridge incremental launching construction, effectively reduced correction number of times, save correction required time, effectively guaranteed under the prerequisite of duration human and material resources and financial resources while having saved correction; Use the inventive method also to have construction operation easy to operate, safe and reliable, efficiency is high simultaneously, and total duration is short, the advantage that integrated cost is low.
And the present invention, to ground under bridge and headroom no requirement (NR), does not affect and is open to traffic or opens the navigation or air flight; The material of setting up platform is mostly shaped steel and steel plate, is convenient to draw materials and reuse; Pushing tow process middle girder is stressed clear and definite, and absolute altitude etc. are easier to control, and do not have closure problem.
The threshold value of warning d proposing in the present invention in addition determines method and method for correcting error, according to special item achievement, by in the circulation of actual pushing tow laterally off normal increment be controlled at the linear relationship stage with horizontal off normal aggregate-value, at the maximum off normal increment of this stage single cycle, will greatly reduce (for concrete engineering, can be reduced to 10mm by 30mm).Adopt after the control off normal measure that the present invention proposes simultaneously, can make average and the standard deviation of the horizontal off normal of each Temporary Piers position single cycle have obvious decline, therefore can make the off normal correction of incremental launching construction be controlled effectively.
In a specific embodiment of the present invention, steel reinforced concrete bondbeam girder top be (65+100+65) m tri-across steel-concrete composite continuous beam, bridge floor adopts double width, every width bridge deck width is 16.5m; According to designing requirement, in across 8# pier side 63m beam section and large mileage side 65m end bay, amount to 128m girder steel, adopt walking push construction method of the present invention construction, pushing tow distance be 128m, and on support, to weld after the girder steel that spreading becomes 230m the integral body beam that falls in place with remaining 102m steel reinforced concrete bondbeam.Left and right width respectively arranges 8 Temporary Piers, at each Temporary Piers top, thrustor is installed.Wherein 1#, 4# Temporary Piers share main pier pile foundation, cushion cap, and all the other adopt multi-column pier foundation, and stake footpath is 1.2m, rectangular pier columns.
The present embodiment first carries out right width bridge section incremental launching construction, and in this embodiment, having obtained this correction threshold value of warning is 5cm, and construction for left width bridge by this, when off normal value is greater than this value, rectifies a deviation, and while being less than this value, does not rectify a deviation; Correction number of times when the number of times of therefore rectifying a deviation in the construction of left width bridge is far smaller than right width bridge construction, the duration obviously reduces, and is 1/3 of the right width bridge construction duration.
The above is only preferred embodiment of the present invention, not the present invention is done to any pro forma restriction, although the present invention discloses as above with preferred embodiment, yet not in order to limit the present invention, any those skilled in the art, within not departing from the scope of technical solution of the present invention, when can utilizing the technology contents of above-mentioned announcement to make a little change or being modified to the equivalent embodiment of equivalent variations, in every case be the content that does not depart from technical solution of the present invention, any simple modification of above embodiment being done according to technical spirit of the present invention, equivalent variations and modification, all still belong in the scope of technical solution of the present invention.
Claims (10)
1. a large span steel reinforced concrete bondbeam walking push construction method, is characterized in that comprising the following steps:
(1) between each of bridge to be onstructed is across main pier, several Temporary Piers are set;
(2) thrustor and two bearing beams are installed on described Temporary Piers, the elemental height of described thrustor is less than described pad depth of beam, described two bearing beams arrange before and after the length direction of described bridge to be onstructed, and described thrustor is arranged between described two bearing beams;
(3) steel reinforced concrete bondbeam is erected on the bearing beam of Temporary Piers described in each;
(4) jacking that makes progress of described thrustor is in place, makes described thrustor contact the bottom of described steel reinforced concrete bondbeam;
(5) described thrustor continues upwards jacking, by described steel reinforced concrete bondbeam jack-up and depart from described bearing beam to setting height;
(6) described thrustor pushes forward along the length direction of described bridge to be onstructed, drives described steel reinforced concrete bondbeam to move forward a setting stroke;
(7) described thrustor declines, and described steel reinforced concrete bondbeam is erected on the bearing beam of Temporary Piers described in each again;
(8) described thrustor continues to drop to initial position, and pushes to backward initial position along the length direction of described bridge to be onstructed, completes a pushing tow stroke;
(9) repeat above-mentioned steps (4)～(8) until whole bridge completes construction.
2. large span steel reinforced concrete bondbeam walking push construction method as claimed in claim 1, is characterized in that described steel reinforced concrete bondbeam carries out beam section spelling at the scene, the hoisting beam section that splicing length is 14～16m.
3. large span steel reinforced concrete bondbeam walking push construction method as claimed in claim 1, is characterized in that being provided with rubber pad between described thrustor and described steel reinforced concrete bondbeam.
4. large span steel reinforced concrete bondbeam walking push construction method as claimed in claim 1, is characterized in that described Temporary Piers top is provided with bent cap, and described thrustor and described two bearing beams are installed on described bent cap.
5. large span steel reinforced concrete bondbeam walking push construction method as claimed in claim 4, characterized by further comprising the method for the described steel reinforced concrete bondbeam of judgement misalignment of axe, comprises the following steps:
On the two sides, front and back of described bent cap, leave 50cm place outside described steel reinforced concrete bondbeam web hemline, setting-out goes out control point, and the described control point described in each on Temporary Piers bent cap is all in a straight line, and this straight line is parallel with the axis of described steel reinforced concrete bondbeam;
In the process of pushing tow, by measuring control point on each bent cap and the change of distance of described steel reinforced concrete bondbeam web hemline, judge the misalignment of axe of described steel reinforced concrete bondbeam.
6. large span steel reinforced concrete bondbeam walking push construction method as claimed in claim 5, characterized by further comprising a method for correcting error, comprises the following steps:
Level tune oil cylinder is set on described thrustor, and described Level tune oil cylinder can carry out left and right adjusting to described steel reinforced concrete bondbeam along the width of described bridge to be onstructed;
The misalignment of axe of described steel reinforced concrete bondbeam is set to a threshold value of warning, stop pushing tow when the misalignment of axe of described steel reinforced concrete bondbeam reaches described threshold value of warning, described Level tune oil cylinder is rectified a deviation to described steel reinforced concrete bondbeam left and right adjusting.
7. large span steel reinforced concrete bondbeam walking push construction method as claimed in claim 6, is characterized in that described threshold value of warning is set to misalignment of axe increment and the linearity range of misalignment of axe aggregate-value and the intersection of non-linear section of described steel reinforced concrete bondbeam.
8. a large span steel reinforced concrete bondbeam walking type pushing device, is characterized in that comprising:
One slideway, described slideway bottom is provided with vertical jack;
One sliding case, is arranged at described slideway top, and described sliding case both sides are provided with level jack and for measuring the displacement transducer of described level jack pushing tow stroke, described sliding case is in transmission connection with the maintenance of described level jack along first direction.
9. large span steel reinforced concrete bondbeam walking type pushing device as claimed in claim 8, it is characterized in that described slideway lateral surface is provided with Level tune oil cylinder along the second direction perpendicular to described first direction, described slideway and described Level tune oil cylinder keep being in transmission connection.
10. large span steel reinforced concrete bondbeam walking type pushing device as claimed in claim 8 or 9, is characterized in that described sliding box top is provided with rubber pad.
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| CN106065574A (en) * | 2016-06-17 | 2016-11-02 | 柳州黔桥工程材料有限公司 | Stride incremental launching construction crosses the method for jigsaw |
| CN107151980A (en) * | 2017-06-09 | 2017-09-12 | 中铁建大桥工程局集团第五工程有限公司 | Large-span Steel Box Beam liftable self-propelled successively incremeantal launching method system and its construction method |
| CN108221710A (en) * | 2018-02-13 | 2018-06-29 | 上海工程技术大学 | It is a kind of can adjust automatically bottom elevation bridge incremental launching construction equipment |
| CN108457188A (en) * | 2018-01-16 | 2018-08-28 | 闫相明 | A kind of walking incremental launching construction by multipoint jacking construction |
| CN108547223A (en) * | 2018-03-12 | 2018-09-18 | 中交第二航务工程局有限公司 | The hybrid beam bridge construction method of steel reinforced concrete overlapping |
| CN109235274A (en) * | 2018-10-26 | 2019-01-18 | 中铁三局集团广东建设工程有限公司 | A kind of interim bearing beam system of novel incremental launching construction and its construction method |
| CN110629681A (en) * | 2019-09-26 | 2019-12-31 | 常州市市政建设工程有限公司 | Multi-span steel box girder construction process |
| CN110685231A (en) * | 2019-07-16 | 2020-01-14 | 中交一公局第二工程有限公司 | Walking pushing device |
| CN112049029A (en) * | 2020-09-17 | 2020-12-08 | 成都利方致远路桥工程有限公司 | Deviation-rectifying and resetting device for pier stud of bridge |
| CN112112081A (en) * | 2020-09-27 | 2020-12-22 | 上海同新机电控制技术有限公司 | Walking type pushing equipment and pushing method |
| CN112359729A (en) * | 2020-10-23 | 2021-02-12 | 浙江毕姆信息科技有限公司 | Subway-striding walking type pushing construction method for single-hole large-span steel box girder |
| CN112458923A (en) * | 2020-10-10 | 2021-03-09 | 中国铁工投资建设集团有限公司 | Pushing method |
| CN112853997A (en) * | 2021-02-05 | 2021-05-28 | 中交一公局集团有限公司 | Construction method of large-span steel-concrete bridge |
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| CN106065574A (en) * | 2016-06-17 | 2016-11-02 | 柳州黔桥工程材料有限公司 | Stride incremental launching construction crosses the method for jigsaw |
| CN107151980A (en) * | 2017-06-09 | 2017-09-12 | 中铁建大桥工程局集团第五工程有限公司 | Large-span Steel Box Beam liftable self-propelled successively incremeantal launching method system and its construction method |
| CN108457188A (en) * | 2018-01-16 | 2018-08-28 | 闫相明 | A kind of walking incremental launching construction by multipoint jacking construction |
| CN108457188B (en) * | 2018-01-16 | 2019-09-20 | 闫相明 | A kind of walking incremental launching construction by multipoint jacking construction |
| CN108221710A (en) * | 2018-02-13 | 2018-06-29 | 上海工程技术大学 | It is a kind of can adjust automatically bottom elevation bridge incremental launching construction equipment |
| CN108547223A (en) * | 2018-03-12 | 2018-09-18 | 中交第二航务工程局有限公司 | The hybrid beam bridge construction method of steel reinforced concrete overlapping |
| CN109235274A (en) * | 2018-10-26 | 2019-01-18 | 中铁三局集团广东建设工程有限公司 | A kind of interim bearing beam system of novel incremental launching construction and its construction method |
| CN109235274B (en) * | 2018-10-26 | 2024-03-19 | 中铁三局集团广东建设工程有限公司 | Novel temporary backing beam system for pushing construction and construction method thereof |
| CN110685231A (en) * | 2019-07-16 | 2020-01-14 | 中交一公局第二工程有限公司 | Walking pushing device |
| CN110629681A (en) * | 2019-09-26 | 2019-12-31 | 常州市市政建设工程有限公司 | Multi-span steel box girder construction process |
| CN112049029A (en) * | 2020-09-17 | 2020-12-08 | 成都利方致远路桥工程有限公司 | Deviation-rectifying and resetting device for pier stud of bridge |
| CN112112081A (en) * | 2020-09-27 | 2020-12-22 | 上海同新机电控制技术有限公司 | Walking type pushing equipment and pushing method |
| CN112112081B (en) * | 2020-09-27 | 2022-06-07 | 上海同新机电控制技术有限公司 | Walking type pushing equipment and pushing method |
| CN112458923A (en) * | 2020-10-10 | 2021-03-09 | 中国铁工投资建设集团有限公司 | Pushing method |
| CN112359729A (en) * | 2020-10-23 | 2021-02-12 | 浙江毕姆信息科技有限公司 | Subway-striding walking type pushing construction method for single-hole large-span steel box girder |
| CN112853997A (en) * | 2021-02-05 | 2021-05-28 | 中交一公局集团有限公司 | Construction method of large-span steel-concrete bridge |
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