CN103485288B - A kind ofly pass through both wired double-deck jacking culvert construction technology - Google Patents

Abstract

The invention discloses and a kind ofly pass through both wired double-deck jacking culvert construction technology, comprise the following steps: one, upper strata bridge and culverts; Two, upper strata bridges and culverts jacking back and rear back beam are constructed; Three, both wired reinforcings: adopt fixed track usage plan ruggedized construction to pass through both wired reinforcing; Four, upper strata bridges and culverts jacking hole excavation; Five, upper strata bridges and culverts jacking; Six, upper strata bridges and culverts bottom support system construction; Seven, fixed track usage plan ruggedized construction is removed; Eight, lower floor's bridge and culverts; Nine, lower floor's bridges and culverts jacking back and rear back beam are constructed; Ten, lower floor's bridges and culverts jacking hole excavation; 11, lower floor's bridges and culverts jacking; 12, concreting: after lower floor's bridges and culverts jacking puts in place, concreting between upper strata bridges and culverts and lower floor's bridges and culverts.The inventive method step is simple, reasonable in design and input construction cost is lower, result of use good, and energy is easy, quick and high-quality completes double-deck jacking culvert work progress, and work progress is safe and reliable.

Description

A kind ofly pass through both wired double-deck jacking culvert construction technology

Technical field

The invention belongs to both wired jacking bridge and culvert technical field of construction, especially relate to and a kind ofly pass through both wired double-deck jacking culvert construction technology.

Background technology

Jacking culvert construction is under the firm prerequisite of ground, and prefabricated box culvert pushing tow is put in place, specifically when not cutting off traffic, dig a pushing tow well on both wired sides and in well prefabricated box culvert, then under box culvert being pushed existing railway line by high-power jack group.Both wired jacking bridge and culvert referred to the culvert or graded crossing (Subway Bridge) that pass through existing railway, adopted bridges and culverts structure, was also box culvert advancing.Box culvert advancing can be divided into the jacking of case bridge and small-sized culvert pipe jacking, and the case bridge of wherein institute's jacking is generally single hole or porous box-shaped reinforced concrete frame structure, also claims frame bridge.The jacking of case bridge can be divided into single hole, porous and framework and three kinds of forms such as girder span is combined by the form of institute's jacking case bridge, wherein the jacking of porous case bridge adopts continuous frame or single hole pin-connected panel, continuous frame be porous framework placing integrally structure head into, single hole pin-connected panel three or two adjacent single hole frameworks hole-specifically to be headed into respectively and assembled.

Nowadays, both wired jacking bridge and culvert construction was used widely, mainly comprised following aspect: the first, build new bridges and culverts in the needs enlarging of the old line of process existing bridge and culvert disease or increasing; The second, existing railway needs to reconstruct into grade separation with the level crossing of highway; Three, the station that the passenger traffic volume is large needs to set up tunnel; Four, field irrigation needs to increase the overflow bridge culvert of building railroad crossing; Five, all kinds of roadbed that fills and embankment.During practice of construction, both wired jacking bridge and culvert construction had following advantage: the first, short for interference time to the transport of existing railway circuit, did not cut off traffic, can ensure existing railway circuit normal operation under set speed limit; The second, the roadbed of existing railway circuit can be kept intact and stable, reduce circuit and recover operation, for other bridges and culverts construction method, shoofly and meander line need not be built; Three, take up an area removal few, can effectively reduce engineering on a large amount of earthwork and line; Four, box culvert precast construction entirety is good, and rigidity is large, be convenient to jacking construction, and anti-seismic performance is good; Five, base stress is little, and substantially not by the restriction of ground geological conditions, the impact of climate condition is also less.The advantage of above-mentioned bridge pushing is only applicable to geology better and be the jacking construction of individual layer, minor structure thing, double-deck jacking can not be solved and the works jacking construction problem of individual layer large-size, thus for solve double-deck jacking construction process at the middle and upper levels bridges and culverts jacking time the impact of existing railway and jacking are terminated after firm problem and lower floor's bridges and culverts jacking time on problems such as the impacts of superstructure system, be badly in need of that design is a kind of passes through both wired double-deck jacking culvert construction technology.

Summary of the invention

Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, there is provided a kind of and pass through both wired double-deck jacking culvert construction technology, its method step is simple, reasonable in design and input construction cost is lower, result of use good, energy is easy, quick and high-quality completes double-deck jacking culvert work progress, and work progress is safe and reliable.

For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: double-deck jacking culvert of constructing be pass through both wired double-deck bridges and culverts, described double-deck bridges and culverts comprises upper strata bridges and culverts and is positioned at the lower floor's bridges and culverts immediately below the bridges and culverts of upper strata, described upper strata bridges and culverts be positioned at pass through both wired belows, described upper strata bridges and culverts and lower floor's bridges and culverts are reinforced concrete structure and are integrated by concreting therebetween, and the left and right of described upper strata bridges and culverts is greater than the left and right of lower floor's bridges and culverts to length to length; This double-deck jacking culvert construction technology comprises the following steps:

Step one, upper strata bridge and culverts: after having excavated the prefabricated pit one for prefabricated upper strata bridges and culverts, prefabricated upper strata bridges and culverts in described prefabricated pit one;

Step 2, upper strata bridges and culverts jacking back and rear back beam are constructed: construct in described prefabricated pit one and be used for the back one of jacking upper strata bridges and culverts, and back beam one after arranging on front side of back one; Described back one and rear back beam one are all arranged in the dead astern of the prefabricated upper strata bridges and culverts completed of step one;

Step 3, both wired reinforcing: adopt fixed track usage plan ruggedized construction to pass through both wired reinforcing;

Step 4, upper strata bridges and culverts jacking hole excavation: from front to back the jacking hole for jacking upper strata bridges and culverts one is excavated, described jacking hole one is positioned at the dead ahead of prefabricated pit one described in step one and itself and described prefabricated pit one connect as one;

Step 5, upper strata bridges and culverts jacking: adopt jacking device by the upper strata bridges and culverts completed prefabricated in step one forward jacking to design attitude;

Step 6, upper strata bridges and culverts bottom support system are constructed: arrange bottom support system bottom the upper strata bridges and culverts that jacking puts in place in step 5; Described bottom support system comprises the many permanent support stakes be supported on below the bridges and culverts left and right sides, upper strata and the many temporary support piles being supported on below in the middle part of the bridges and culverts of upper strata; The permanent support system of many below the bridges and culverts left and right sides, described upper strata described permanent support stake composition upper strata bridges and culverts, the temporary support system of many described temporary support pile composition upper strata bridges and culverts;

Step 7, fixed track usage plan ruggedized construction are removed: remove the ruggedized construction of fixed track usage plan described in step 3, and by pass through and be both wiredly supported on upper strata bridges and culverts that jacking in step 5 puts in place;

Step 8, lower floor's bridge and culverts: after having excavated the prefabricated pit two for prefabricated lower floor bridges and culverts, prefabricated lower floor bridges and culverts in described prefabricated pit two;

Step 9, lower floor's bridges and culverts jacking back and rear back beam are constructed: construct in described prefabricated pit two and be used for the back two of jacking lower floor bridges and culverts, and back beam two after arranging on front side of back two; Described back two and rear back beam two are all arranged in the dead astern of the prefabricated lower floor's bridges and culverts completed of step 8;

Step 10, lower floor bridges and culverts jacking hole excavation: from front to back the jacking hole two for jacking lower floor bridges and culverts is excavated, described jacking hole two is positioned at the dead ahead of prefabricated pit two described in step 9 and itself and described prefabricated pit two connect as one;

Step 11, lower floor's bridges and culverts jacking: adopt jacking device by the lower floor's bridges and culverts completed prefabricated in step 8 forward jacking to design attitude; Described lower floor bridges and culverts, forward in jack-in process, is removed the system of temporary support described in step 6 to front by rear;

Step 12, concreting: after the bridges and culverts jacking of lower floor described in step 11 puts in place, concreting between upper strata bridges and culverts and lower floor's bridges and culverts, makes upper strata bridges and culverts and lower floor's bridges and culverts be fastenedly connected and is integrated.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: carry out carrying out in prefabrication process to lower floor's bridges and culverts in prefabricated and step 8 to upper strata bridges and culverts in step one, when prefabricated upper strata bridges and culverts and lower floor's bridges and culverts forming panel used are carried out to Zhi Li or remove, formwork hoisting device is all adopted to lift described forming panel; Described forming panel is formed by polylith template splicing, and described upper strata bridges and culverts and lower floor's bridges and culverts are needs prefabricated bridges and culverts;

Described formwork hoisting device comprises vertical support frame, the slipway beam be arranged in vertical support frame, be arranged on slipway beam and the sliding component that can carry out horizontal shifting along slipway beam and the template lifting means be arranged on below described sliding component, and described vertical support frame is laid in outside the surrounding of the prefabricated bridges and culverts of described need; Described slipway beam is that level is to laying.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: described lower floor bridges and culverts is divided into three bridges and culverts sections from left to right, three described bridges and culverts sections are respectively left side sections, intermediate section and right side sections from left to right; In step 8 during prefabricated lower floor's bridges and culverts, carry out prefabricated respectively to described left side sections, intermediate section and right side sections, prefabricated described left side sections, intermediate section and right side sections are laid on the same line, and described left side sections and described right side sections lay respectively at the left and right sides of described intermediate section; When carrying out lower floor's bridges and culverts jacking in step 11, first described intermediate section jacking is put in place, then the sections jacking of described left side is put in place, finally the sections jacking of described right side is put in place.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: in step 12 between upper strata bridges and culverts and lower floor's bridges and culverts during concreting, first between lower floor's bridges and culverts that jacking puts in place and the upper strata bridges and culverts of the side of being located thereon, build layer brick by laying bricks or stones from the bottom to top, afterwards again at upper strata bridges and culverts to concreting between lower floor bridges and culverts and corresponding formation concrete articulamentum; In step 12 between upper strata bridges and culverts and lower floor's bridges and culverts during concreting, the left and right sides of lower floor's bridges and culverts that also need put in place in jacking concreting form concrete side barricade respectively.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: described upper strata bridges and culverts is lattice girder, described lower floor bridges and culverts is frame bridge.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: the steel pipe scaffold of reinforcing cage for colligation described in need prefabricated bridges and culverts of described vertical support frame for having set up in advance.

Above-mentionedly a kind ofly passing through both wired double-deck jacking culvert construction technology, it is characterized in that: described template lifting means is provided with the suspension hook for lifting template; Described template lifting means is electric hoist equipment, and described formwork hoisting device also comprises the on-off controller described electric hoist equipment being carried out to switch control rule, and described on-off controller connects with described electric hoist equipment; Described sliding component comprises link and is arranged on link top and can carries out the pulley of front and back slippage in slipway beam, and described template lifting means is arranged on bottom described link; Described slipway beam is i iron.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: pass through both wired quantity and be many, described in many both wired acceptance of the bid high minimum both wired be that low level is both wired, described in many, both the both wired of the high absolute altitude height 50cm more than both more wired than described low level of wired acceptance of the bid is that just beam reinforcing is both wired;

The lower support structure that the ruggedized construction of fixed track usage plan described in step 3 comprises beam stiffening frame in length and breadth and supports the described stiffening frame of beam in length and breadth, described lower support structure comprise be supported on respectively described in multiple vertical buttress in length and breadth below the left and right sides of beam stiffening frame and front side; The described stiffening frame of beam is in length and breadth rectangular frame, and the left and right of described rectangular frame is to the left and right that length is greater than upper strata bridges and culverts to length and be greater than the front and back of upper strata bridges and culverts to width to width before and after it; What the described stiffening frame of beam in length and breadth comprised that multiple tracks carries out laying from left to right horizontally lifts beam and multiple tracks is laid in the horizontal longitudinal reinforcement beam lifted above beam described in multiple tracks from front to back, described in multiple tracks, horizontal beam of lifting is parallel laying and it is laid in same level, and longitudinal reinforcement beam described in per pass is all fastenedly connected is integrated with beam of lifting horizontal described in multiple tracks; Described in multiple tracks, horizontal beam of lifting is formed both wired support platform supported described in many; Longitudinal reinforcement beam described in multiple tracks is parallel laying and it is laid in same level, and described longitudinal reinforcement beam and horizontal beam of lifting are vertical runs; The described horizontal length direction lifting beam and upper strata bridges and culverts are parallel laying with the jacking direction of lower floor's bridges and culverts;

Described support platform is provided with both wired D type just beams reinforced are reinforced to described just beam, described just beam reinforce both wired by D type just beam be supported in described support platform, described D type just beam and longitudinal reinforcement beam be parallel laying and both wired described in its quantity and many in just beam to reinforce both wired quantity identical; In both wired described in many except described just beam reinforce both wired except each bar to be both wiredly all supported in described support platform by insulating pad.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: adopt in step 3 fixed track usage plan ruggedized construction to pass through both wired reinforce time, first adopt D type just beam both wired reinforcing is reinforced to described just beam, and by described D type just beam temporary support in described lower support structure; Afterwards, described lower support structure wears and is positioned at that multiple tracks directly over the bridges and culverts design attitude of upper strata is horizontal lifts beam, and the horizontal beam of lifting worn is installed in described lower support structure, the longeron of D type just beam is fastenedly connected is integrated with mounted horizontal beam of lifting by horizontal lifting while beam is installed; Then, longitudinal reinforcement beam described in multiple tracks is worn, and longitudinal reinforcement beam described in multiple tracks and mounted horizontal beam of lifting are fastenedly connected and are integrated; Finally, the horizontal beam of lifting of residue in the described stiffening frame of beam is in length and breadth worn.

Above-mentionedly a kind ofly pass through both wired double-deck jacking culvert construction technology, it is characterized in that: described lower support structure also comprise many be supported on respectively described in vertical supporting stake in length and breadth below beam stiffening frame; Carry out in digging process to described jacking hole one from front to back in step 4, by rear to front to described in being supported in length and breadth in the middle part of beam stiffening frame the vertical supporting stake of below remove; It is the multiple concrete crossties laid from front to back that described just beam reinforces both wired sleeper, is provided with one steel sleeper between adjacent two the described concrete crossties in front and back, and the two ends, left and right of described steel sleeper are respectively on the fastening twice longeron being arranged on D type just beam.

The present invention compared with prior art has the following advantages:

1, method step simple, reasonable in design and drop into construction cost lower.

2, speed of application fast and construction period is easy to ensure.

3, the double-deck bridges and culverts jacking construction method that a kind of simple and construction quality is easy to ensure is proposed, creatively propose an overall bridges and culverts to be divided into upper and lower two-layer bridges and culverts to carry out jacking respectively, and jacking completes the new large span bridges and culverts jacking construction method connected as one again.Meanwhile, on the works that the present invention utilizes rational Program for structural Transformation to complete to existing construction, greatly strengthen safety and the economy of double-deck jacking.

4, safe and reliable, efficient, steady and flexible operation, solves the construction difficult problem of double-deck jacking, for double-deck jacking technology field in future provides experience platform.Meanwhile, on problems such as the impacts of superstructure system when effectively can solve the firm problem after terminating the impact of existing railway and jacking when double bridge contains in jacking construction the upper strata bridges and culverts jacking existed and lower floor's bridges and culverts jacking.

5, the fixed track usage plan reasonable in design adopted, easy accessibility and result of use is good, firmly can reinforce passed through multiple tracks is both wired, and can meet the both wired synchronous reinforcing demand of many different levels.Reinforce both wired employings " D type is beam and steel sleeper just " for just beam and jointly form independent built on stilts system, then four station tracks are formed a complete stress system by " in length and breadth roof beam structure sky method ", bear all loads above railway.Thus, the firm problem after the impact of existing railway and jacking being terminated when double bridge contains in jacking construction the upper strata bridges and culverts jacking existed can effectively be solved.

6, the formwork hoisting apparatus structure adopted is simple, reasonable in design, processing and fabricating and easy accessibility and input cost is lower, form primarily of vertical support frame, slipway beam (i.e. i iron slideway) and template lifting means, during practice of construction, only in the vertical support frame set up, i iron slideway need be installed, and little section mould plate lifting means is installed on i iron slideway.Further, use easy and simple to handle, after adopting template lifting means lifting template, only need manually sliding component to be moved to together with template lifting means to want assembled template position place, just automatically can complete the installation process of template afterwards.In addition, be provided with on-off controller and on off control carried out to template lifting means, can with stop with, use operation is very easy.Meanwhile, this hanging apparatus occupied ground is little, utilizes reinforcing cage colligation scaffold to carry out formwork hoisting, effectively can solve the difficult problem that the large-scale formwork hoisting equipment of the restriction such as construction plant, line operated safe construction normally uses.In addition, this hanging apparatus result of use is good and practical value is high, can not only reduce construction cost, and easy accessibility, effectively can shorten the prefabricated construction duration of framework bridge, and greatly strengthen working security, economy and the feature of environmental protection.Little section mould plate lifting means is utilized to install and stripping, effective solution construction plant and a Business Line construction restriction difficult problem, overcome existing large-scale formwork hoisting equipment to be only applicable to construction plant scope and to limit near the construction of line operated greatly, not, thus this formwork hoisting device goes for limited, the close operation railway line in construction plant and the construction of the frame bridge culvert of complicated structure, construction speed can not only be increased, shorten the construction period, increase working security, can also construction cost be reduced, improve Environmental Protection Level.To sum up, this hanging apparatus has saving place, reduces costs, increases construction speed, shortens the construction period and have the advantages that to increase considerably working security, economy, applicability, the feature of environmental protection and popularity, effectively can be suitable for bridges and culverts forming panel dismounting work progress, can also lift the construction material such as reinforcing bar, steel pipe.

7, applied widely, be applicable to the jacking of large-span double-layer bridges and culverts or individual layer bridge pushing.Double-deck bridge pushing advantage for large span is more obvious.

In sum, the inventive method step is simple, reasonable in design and drop into that construction cost is lower, result of use good, on problems such as the impacts of superstructure system when the firm problem after terminating the impact of existing railway and jacking when effectively can solve the upper strata bridges and culverts jacking existed in double-deck jacking construction process and lower floor's bridges and culverts jacking.

Below by drawings and Examples, technical scheme of the present invention is described in further detail.

Accompanying drawing explanation

Fig. 1 is process flow diagram of the present invention.

The structural representation of Fig. 2 is the present invention double-deck jacking culvert of constructing.

Fig. 3 is the structural representation of formwork hoisting device of the present invention.

Fig. 4 is the jacking view of upper strata of the present invention bridges and culverts.

Fig. 5 is the jacking view of lower floor of the present invention bridges and culverts.

Fig. 6 is the structural representation of jacking construction back of the present invention and rear back beam.

Fig. 7 is the structural representation of fixed track usage plan ruggedized construction of the present invention.

Fig. 8 is the right view of Fig. 7.

Fig. 9 be the present invention just beam reinforce the connection status schematic diagram of both wired steel sleeper and D type just beam.

Figure 10 is the horizontal connection status schematic diagram lifted between beam and longitudinal reinforcement beam in fixed track usage plan ruggedized construction of the present invention.

Figure 11 is the left view of Figure 10.

Figure 12 is the structural representation of concrete articulamentum of the present invention and concrete side barricade.

Figure 13 is the structural representation of bottom support system of the present invention.

Description of reference numerals:

Detailed description of the invention

As shown in Figure 1 a kind of passes through both wired double-deck jacking culvert construction technology, double-deck jacking culvert of constructing be pass through both wired double-deck bridges and culverts, lower floor's bridges and culverts 2 that described double-deck bridges and culverts comprises upper strata bridges and culverts 1 and is positioned at immediately below upper strata bridges and culverts 1, described upper strata bridges and culverts 1 be positioned at pass through both wired belows, described upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 are reinforced concrete structure and are integrated by concreting therebetween, the left and right of described upper strata bridges and culverts 1 is greater than the left and right of lower floor's bridges and culverts 2 to length to length, refers to Fig. 2; This double-deck jacking culvert construction technology comprises the following steps:

Step one, upper strata bridge and culverts: after having excavated the prefabricated pit one for prefabricated upper strata bridges and culverts 1, prefabricated upper strata bridges and culverts 1 in described prefabricated pit one.

During practice of construction, the center line of the prefabricated upper strata bridges and culverts 1 completed is consistent with the design centre line of upper strata bridges and culverts 1.

In the present embodiment, in step one, the prefabricated upper strata bridges and culverts 1 completed is positioned at the design attitude dead astern of upper strata bridges and culverts 1.

Step 2, upper strata bridges and culverts jacking back and rear back beam are constructed: construct in described prefabricated pit one and be used for back one 3-1 of jacking upper strata bridges and culverts 1, and back beam one 4-1 after arranging on front side of back one 3-1; Described back one 3-1 and rear back beam one 4-1 is all arranged in the dead astern of the prefabricated upper strata bridges and culverts 1 completed of step one.

Step 3, both wired reinforcing: adopt fixed track usage plan ruggedized construction to pass through both wired reinforcing.

Step 4, upper strata bridges and culverts jacking hole excavation: one to excavate the jacking hole for jacking upper strata bridges and culverts 1 from front to back, described jacking hole one is positioned at the dead ahead of prefabricated pit one described in step one and itself and described prefabricated pit one connect as one.

Step 5, upper strata bridges and culverts jacking: adopt jacking device by the upper strata bridges and culverts 1 completed prefabricated in step one forward jacking to design attitude, refer to Fig. 4.

Step 6, upper strata bridges and culverts bottom support system are constructed: arrange bottom support system bottom the upper strata bridges and culverts 1 that jacking puts in place in step 5; Described bottom support system comprises the many permanent support stake 5-1 be supported on below upper strata bridges and culverts 1 left and right sides and the many temporary support pile 5-2 being supported on below in the middle part of upper strata bridges and culverts 1; Many below bridges and culverts 1 left and right sides, described upper strata described permanent support stake 5-1 form the permanent support system of upper strata bridges and culverts 1, and many described temporary support pile 5-2 form the temporary support system of upper strata bridges and culverts 1, refer to Figure 13.

Step 7, fixed track usage plan ruggedized construction are removed: remove the ruggedized construction of fixed track usage plan described in step 3, and by pass through both wired being supported on upper strata bridges and culverts 1 that jacking in step 5 puts in place.

Step 8, lower floor's bridge and culverts: after having excavated the prefabricated pit two for prefabricated lower floor bridges and culverts 2, prefabricated lower floor bridges and culverts 2 in described prefabricated pit two.

In the present embodiment, the center line of the prefabricated lower floor's bridges and culverts 2 completed is consistent with the design centre line of lower floor bridges and culverts 2.

Step 9, lower floor's bridges and culverts jacking back and rear back beam are constructed: construct in described prefabricated pit two and be used for back two 3-2 of jacking lower floor bridges and culverts 2, and back beam two 4-2 after arranging on front side of back two 3-2; Described back two 3-2 and rear back beam two 4-2 is all arranged in the dead astern of the prefabricated lower floor's bridges and culverts 2 completed of step 8.

Step 10, lower floor bridges and culverts jacking hole excavation: excavate the jacking hole two for jacking lower floor bridges and culverts 2 from front to back, described jacking hole two is positioned at the dead ahead of prefabricated pit two described in step 9 and itself and described prefabricated pit two connect as one.

Step 11, lower floor's bridges and culverts jacking: adopt jacking device by the lower floor's bridges and culverts 2 completed prefabricated in step 8 forward jacking to design attitude, refer to Fig. 5.Described lower floor bridges and culverts 2, forward in jack-in process, is removed the system of temporary support described in step 6 to front by rear.

Step 12, concreting: after bridges and culverts 2 jacking of lower floor described in step 11 puts in place, concreting between upper strata bridges and culverts 1 and lower floor's bridges and culverts 2, makes upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 be fastenedly connected and is integrated.

As shown in Figure 2, in the present embodiment, described upper strata bridges and culverts 1 is lattice girder, and described lower floor bridges and culverts 2 is frame bridge.

In actual use procedure, the purposes of upper strata lattice girder is embodied in following two aspects: 1. for lower floor's Framed underpass bridge creates jacking environment, ensure the stressed support system of lower floor's Framed underpass bridge, the multiple load that balance railway operation produces; 2. meet local villager current convenient, become local transit passage and contain, ensure that various tractor-ploughing plant equipment etc. are passed through.The purposes of lower floor's frame bridge is embodied in following two aspects: 1. connect to as a whole by concreting and upper strata lattice girder, jointly as the stressed support system supporting the multiple load that railway operation produces; 2. cross aquaporin as project of South-to-North water diversion, ensure the smooth water flowing of project of South-to-North water diversion.

During practice of construction, described upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 also can be the concrete structure bridges and culverts of other type.

In the present embodiment, described lower floor bridges and culverts 2 is divided into three bridges and culverts sections from left to right, and three described bridges and culverts sections are respectively left side sections, intermediate section and right side sections from left to right; In step 8 during prefabricated lower floor's bridges and culverts 2, carry out prefabricated respectively to described left side sections, intermediate section and right side sections, prefabricated described left side sections, intermediate section and right side sections are laid on the same line, and described left side sections and described right side sections lay respectively at the left and right sides of described intermediate section; When carrying out lower floor's bridges and culverts jacking in step 11, first described intermediate section jacking is put in place, then the sections jacking of described left side is put in place, finally the sections jacking of described right side is put in place.

In the present embodiment, described upper strata bridges and culverts 1 is continuous lattice girder, and described continuous lattice girder is 6 hole lattice girders, single hole headroom size 8m × 7.2m, and sidewall thickness is 0.6m, and the overall dimensions of described upper strata bridges and culverts 1 is 52.2m × 35m × 8.5m.Described lower floor bridges and culverts 2 is separate type frame bridge, and lower floor's bridges and culverts 2 is three hole frame bridges, is respectively left side lateral opening (namely sections), mesopore (i.e. intermediate section) and right side lateral opening (i.e. right side sections) from left to right.Described lower floor bridges and culverts 2 is divided into 5 to build joint from front to back, be respectively the cast-in-place joint of 23.44m, 23m jacking joint, the cast-in-place joint of 2m, 23m jacking joint and the cast-in-place joint of 23.44m, described lower floor bridges and culverts 2 is 34m × 95m × 11.6m along the overall dimensions in jacking direction, and the single hole width of described lower floor bridges and culverts 2 is 9m.

That is, described lower floor bridges and culverts 2 adopts " relaying top method " to carry out a point hole jacking, first carries out mesopore, after making the temporary support pile 5-2 bottom mesopore and described upper strata lattice girder form overall integral framework, carry out jacking to left side is lateral opening again, carry out jacking to right side is lateral opening more subsequently; And keep the space maintaining 35cm between lower floor's bridges and culverts 2 and upper strata lattice girder.

During practice of construction, when carrying out carrying out prefabricated to lower floor's bridges and culverts 2 in prefabricated and step 8 to upper strata bridges and culverts 1 in step one, all first base plate is built, when described base plate strength reaches more than 75% of design strength, then abutment wall and top board are built.

In the present embodiment, when carrying out prefabricated to upper strata bridges and culverts 1 in step one, first according to surveying setting-out result, the baseplate reinforcing bar of colligation upper strata bridges and culverts 1, prop up the forming panel of the base plate of vertical upper strata bridges and culverts 1 afterwards, and build underplate concrete, carry out maintenance after concreting completes and when concrete strength reaches 75%; Then, the abutment wall of colligation upper strata bridges and culverts 1 and roof steel bar, then the internal mold and the limit mould that prop up vertical upper strata bridges and culverts 1, contain abutment wall and the concrete roof of 1, last form removal maintenance with after-pouring upper layer bridge.

That is, the concrete pouring construction at twice of described upper strata bridges and culverts 1.Wherein, first time builds to base plate and the above 30cm position of base plate chamfering, when concrete strength reaches 75%, start to carry out that full hall scaffold is set up afterwards successively, colligation abutment wall reinforcing bar, a stile wall form, build the operation such as abutment wall and concrete roof, employing dabbing joint treatment before the indirect stubble of new-old concrete.

When building the underplate concrete of upper strata bridges and culverts 1, at pick place, placement top pre-embedded steel slab, base plate uniform stressed during guarantee jacking; And the fore slope of 5% ~ 10% is established in the front end of upper strata bridges and culverts 1, will the soil compaction at upper strata bridges and culverts 1 end be exceeded during jacking, increase bearing capacity, be convenient in jack-in process, adopt other corresponding measure.In the present embodiment, the concrete of building described upper strata bridges and culverts 1 is impervious high-strength concrete, thus will carry out waterproofing work by designing requirement to the abutment wall of upper strata bridges and culverts 1 and top board before jacking.After the intensity of described upper strata bridges and culverts 1 reaches 100%, remove all templates and scaffold, and carry out top board and abutment wall waterproofing work that upper layer bridge contains 1, carry out back simultaneously and apply, until all prefabricated complete after can carry out jacking construction.

In the present embodiment, carry out while upper strata bridges and culverts jacking back and rear back beam construct in step 2, waterproofing work is carried out to the abutment wall of upper strata bridges and culverts 1 and top board.

When carrying out prefabricated to lower floor's bridges and culverts 2 in step 8, the prefabrication process of described lower floor bridges and culverts 2 is identical with the prefabrication process of upper strata bridges and culverts 1.When carrying out prefabricated to lower floor's bridges and culverts 2, first according to surveying setting-out result, the baseplate reinforcing bar of colligation lower floor bridges and culverts 2, props up the forming panel of the base plate making layer bridges and culverts 2 afterwards, and build underplate concrete, carry out maintenance after concreting completes and when concrete strength reaches 75%; Then, the abutment wall of colligation lower floor bridges and culverts 2 and roof steel bar, then prop up the internal mold and limit mould of making layer bridges and culverts 2, and with abutment wall and the concrete roof of after-pouring lower floor bridges and culverts 2, last form removal maintenance.

In the present embodiment, carry out lower floor's bridges and culverts jacking back and rear back beam in step 9 when constructing, waterproofing work is carried out to the abutment wall of lower floor's bridges and culverts 2 and top board.

In the present embodiment, when carrying out prefabricated to lower floor's bridges and culverts 2, the forming panel adopted is combined steel, and monolithic steel form is of a size of 1.2m × 1.5m.Described frame bridge face wall directly and end-blocking model adopts assembled steel form, four inclination corners of inner side and end head formwork also all adopt steel angle mould, internal mold piecemeal to be carried out before construction arrange, the special-shaped template of corresponding position need be annotated numbering, to ensure that template is assembled and built rear concrete presentation quality smoothly.

As shown in Figure 3, carry out carrying out in prefabrication process to lower floor's bridges and culverts 2 in prefabricated and step 8 to upper strata bridges and culverts 1 in step one, when prefabricated upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 forming panel used are carried out to Zhi Li or remove, formwork hoisting device is all adopted to lift described forming panel.Described forming panel is formed by polylith template splicing, and described upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 are needs prefabricated bridges and culverts.

Described formwork hoisting device comprises vertical support frame 9-1, the slipway beam 9-2 be arranged on vertical support frame 9-1, be arranged on slipway beam 9-2 and the sliding component that can carry out horizontal shifting along slipway beam 9-2 and the template lifting means 9-3 be arranged on below described sliding component.Described slipway beam 9-2 is that level is to laying.Described vertical support frame 9-1 is laid in outside the surrounding of the prefabricated bridges and culverts of described need.

During practice of construction, described vertical support frame 9-1 is formed by connecting by the vertical plane support outside multiple surrounding being laid in the prefabricated bridges and culverts of described need respectively.In the present embodiment, described vertical plane support comprises the many vertical steel pipe 9-4 be laid on same vertical plane, and multiple described vertical plane support is connected as one by many horizontal steel pipe 9-5.

In the present embodiment, the steel pipe scaffold of reinforcing cage for colligation described in need prefabricated bridges and culverts of described vertical support frame 9-1 for having set up in advance.

In the present embodiment, described sliding component comprises link 9-7 and is arranged on link 9-7 top and can carries out the pulley 9-6 of front and back slippage in slipway beam 9-2, and described template lifting means 9-3 is arranged on bottom described link 9-7.

In the present embodiment, described pulley 9-6 is bearing, and described link 9-7 top correspondence is provided with the installation shaft of installing for described bearing.

During actual use, described pulley 9-6 also can adopt the slippage of other type to take turns.

The quantity of described pulley 9-6 is multiple, and multiple described pulley 9-6 lays at grade.In the present embodiment, the quantity of described pulley 9-6 is two.During actual use, can according to specific needs, the quantity of described pulley 9-6 be adjusted accordingly.

In the present embodiment, described template lifting means 9-3 is electric hoist equipment, and described formwork hoisting device also comprises the on-off controller 9-9 described electric hoist equipment being carried out to switch control rule, and described on-off controller 9-9 connects with described electric hoist equipment.

In the present embodiment, described template lifting means 9-3 is single-phase hoisting machine.Further, described single-phase hoisting machine is KDJ-400 single-phase multifunctional elevator, and its hoisting depth need meet formwork hoisting demand.

In the present embodiment, described slipway beam 9-2 is i iron.

Actually add man-hour, described slipway beam 9-2 is spliced by multiple slipway beam sections.Be fastenedly connected by junction steel plate 9-10 between adjacent two described slipway beam sections, be fastenedly connected by connecting bolt 9-11 between described junction steel plate 9-10 and described slipway beam sections.In the present embodiment, described slipway beam 9-2 is I12 i iron, and the thickness of slab of described junction steel plate 9-10 is 5mm, and the quantity of described connecting bolt 9-11 is multiple, and the shank of bolt diameter of connecting bolt 9-11 is Φ 12mm.

In the present embodiment, described link 9-7 is welded by plurality of steel plates.

In the present embodiment, described template lifting means 9-3 is provided with the suspension hook 9-8 for lifting template.Further, described suspension hook 9-8 by wire rope hanging on template lifting means 9-3.

Composition graphs 4 and Fig. 5, during practice of construction, the hole of jacking described in step 4 one has been excavated afterwards and before carrying out upper strata bridges and culverts jacking in step 5, also need mat formation slide plate system one 10-1 in described jacking hole one; Similarly, the hole of jacking described in step 10 two has been excavated afterwards and before carrying out lower floor's bridges and culverts jacking in step 11, also need have been cheated in one in described jacking slide plate system two 10-2 that mat formation.In the present embodiment, described slide plate system one 10-1 is identical with the structure of described slide plate system two 10-2.

Described slide plate system one 10-1 and described slide plate system two 10-2 includes crushed rock base course, the concrete slide plate be laid on described crushed rock base course, the horizontal mortar levelling layer be laid on described concrete slide plate, the plastic sheeting brushing the paraffin lubrication oil coating on described horizontal mortar levelling layer and be laid in described paraffin lubrication oil coating.

After upper strata bridges and culverts 1 being carried out carrying out prefabricated completing to lower floor's bridges and culverts 2 in prefabricated and step 8 in step one, according to design jacking direction, Measurement accuracy unwrapping wire on slide plate system one 10-1 and described slide plate system two 10-2 respectively, simultaneously setting direction controls stake and high process control stake, guarantee jack-in process at the middle and upper levels the center line of bridges and culverts 1 and lower floor bridges and culverts 2, slide plate system one 10-1 and described slide plate system two 10-2 center line respectively with and the design centre line of upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 consistent.

In the present embodiment, the 3-1 of back one described in step 2 is all identical with the structure of the 3-2 of back two described in step 9, and rear back beam one 4-1 described in step 2 is all identical with the structure of back beam two 4-2 rear described in step 9.

As shown in Figure 6, described back one 3-1 and back two 3-2 includes and builds the back 11-1 formed and the back fill stratum 11-2 be laid on rear side of described back 11-1 by laying bricks or stones by mortar flag stone, the cross section of described back 11-1 is right-angled trapezium, and the front side wall of described back 11-1 is upright side walls.Described rear back beam one 4-1 and rear back beam two 4-2 is all for being the vertical rear back beam 11-3 formed to the i iron laid by the multiple tracks be laid on back 11-1 front side wall, and i iron described in multiple tracks is laid on same vertical plane.The front portion of described rear back beam 11-3 is provided with steel bar concrete distribution beam 11-4, and described jacking device props up and withstands on described steel bar concrete distribution beam 11-4.

As shown in Figure 7, Figure 8, pass through both wired quantity and be many, described in many both wired acceptance of the bid high minimum both wired be that low level is both wired, described in many, both the both wired of the high absolute altitude height 50cm more than both more wired than described low level of wired acceptance of the bid is that just beam reinforcing is both wired.

The lower support structure that the ruggedized construction of fixed track usage plan described in step 3 comprises beam stiffening frame in length and breadth and supports the described stiffening frame of beam in length and breadth, described lower support structure comprise be supported on respectively described in multiple vertical buttress 7-8 in length and breadth below the left and right sides of beam stiffening frame and front side.The described stiffening frame of beam is in length and breadth rectangular frame, and the left and right of described rectangular frame is to the left and right that length is greater than upper strata bridges and culverts 1 to length and be greater than the front and back of upper strata bridges and culverts 1 to width to width before and after it.What the described stiffening frame of beam in length and breadth comprised that multiple tracks carries out laying from left to right horizontally lifts beam 7-1 and multiple tracks is laid in the horizontal longitudinal reinforcement beam 7-2 lifted above beam 7-1 described in multiple tracks from front to back, described in multiple tracks, the horizontal beam 7-1 that lifts is parallel laying and it is laid in same level, and longitudinal reinforcement beam 7-2 described in per pass is all fastenedly connected is integrated with the beam 7-1 that lifts horizontal described in multiple tracks.Described in multiple tracks, the horizontal beam 7-1 that lifts is formed both wired support platform supported described in many.Longitudinal reinforcement beam 7-2 described in multiple tracks is parallel laying and it is laid in same level, and described longitudinal reinforcement beam 7-2 and the horizontal beam 7-1 that lifts is vertical runs; It is described that horizontal to lift beam 7-1 and upper strata bridges and culverts 1 with the jacking direction of lower floor bridges and culverts 2 be parallel laying.

Described support platform is provided with both wired D type reinforced just beam 7-4 are reinforced to described just beam, described just beam reinforce both wired by D type just beam 7-4 be supported in described support platform, described D type just beam 7-4 be parallel laying with longitudinal reinforcement beam 7-2 and both wired described in its quantity and many in just beam to reinforce both wired quantity identical; In both wired described in many except described just beam reinforce both wired except each bar to be both wiredly all supported in described support platform by insulating pad.

In the present embodiment, institute passes through both wired to be four, to be respectively burnt willow uplink, burnt Liuxia's line, shunting neck and coal special line, and four both wired is denoted as both a wired 12-1, both wired two 12-2, both wired three 12-3 and both wired four 12-4 respectively.Wherein, burnt willow uplink, burnt Liuxia's line are state-owned busy trunk railway, speed per hour 120km/h, and the relative elevation of four both wired (i.e. four station tracks) there are differences, the absolute altitude of burnt willow uplink is minimum, and burnt willow uplink differs 12cm with the absolute altitude of burnt Liuxia's line, and burnt willow uplink differs 11cm with the absolute altitude of shunting neck, burnt willow uplink differs 96cm with the absolute altitude of coal special line, and this just requires that fixed track usage plan reinforcing process need strengthen stringency and safety.

In the present embodiment, described fixed track usage plan ruggedized construction adopts " in length and breadth beam reinforcing method ", and the left and right of the described stiffening frame of beam is in length and breadth 86m to total length.

During practice of construction, horizontally described in multiple tracks lift longitudinal reinforcement beam 7-2 described in beam 7-1 and multiple tracks and be shaped steel rod member.In the present embodiment, described longitudinal reinforcement beam 7-2 and the horizontal beam 7-1 that lifts is i iron.Actual when using, described longitudinal reinforcement beam 7-2 and horizontally lift the shaped steel rod member that beam 7-1 also can adopt other type.

In the present embodiment, described lower support structure also comprise many be supported on respectively described in vertical supporting stake 7-3 in length and breadth below beam stiffening frame.Carry out in digging process to described jacking hole one from front to back in step 4, by rear to front to described in being supported in length and breadth in the middle part of beam stiffening frame the vertical supporting stake 7-3 of below remove.

Many described vertical supporting stake 7-3 divide M to arrange N row to lay, and wherein M and N is positive integer, M >=3 and N >=3.The described stiffening frame of beam in length and breadth also comprises multiple tracks laterally encryption beam 7-7, described in multiple tracks, laterally encryption beam 7-7 is all parallel laying with the horizontal beam 7-1 that lifts, and laterally described in multiple tracks encrypts the horizontal beam 7-1 that lifts described in beam 7-7 and multiple tracks and be laid in same level.Described in per pass, horizontal encryption beam 7-7 is all fastenedly connected with longitudinal reinforcement beam 7-2 described in multiple tracks and is integrated.The top of many described vertical supporting stake 7-3 is all fixed on laterally encrypts on beam 7-7.

In the present embodiment, described laterally encryption beam 7-7 is i iron.And, laterally encryption beam 7-7 is specially I56b i iron, described longitudinal reinforcement beam 7-2 specifically adopts Two bors d's oeuveres I100 i iron and the quantity of described longitudinal reinforcement beam 7-2 is 5 roads, and the length of described I100 i iron is 8m or 10m, is connected as one between two described I100 i iron by junction plate.The described horizontal beam 7-1 that lifts is specially I56b i iron.

In the present embodiment, be laterally also laid with one H588 shaped steel between encryption beam 7-7 described in adjacent twice, and the H588 shaped steel laid is parallel laying with laterally encrypting beam 7-7.

During practice of construction, by described horizontal lift beam 7-1 horizontal lift pass through at the bottom of both wired rail, described horizontal lift beam 7-1 and pass through to pad between both wired rail insulating pad be housed, thus effectively can avoid directly contacting with rail in work progress, and effectively can prevent joining electricity and occur " red band ".

In the present embodiment, adjacent two described horizontal spacing of lifting between beam 7-1 are 0.6m.During practice of construction, can according to specific needs, adjacent two described horizontal spacing of lifting between beam 7-1 be adjusted accordingly.

In the present embodiment, described in being supported on, the multiple vertical buttress 7-8 of below moves stake for anti-on front side of beam stiffening frame in length and breadth, and described anti-to move stake be hand excavated pile.Because burnt willow uplink is positioned at front side, thus burnt willow uplink and anti-moving between stake arrange cross binding, prevent from driving circuit during the jacking of case bridge.

In the present embodiment, the described anti-cross section moving stake is square and its cross sectional dimensions is 1.3m × 1.3m.

In conjunction with Figure 10 and Figure 11, described longitudinal reinforcement beam 7-2 and horizontal lifting between beam 7-1 are fastenedly connected by multiple U bolt 7-5.In the present embodiment, described U bolt 7-5 is set with from the bottom to top and horizontally lifts outside beam 7-1, described longitudinal reinforcement beam 7-2 top is provided with twice for installing the installed part of U bolt 7-5, described installed part and longitudinal reinforcement beam 7-2 are vertical runs, described installed part have the bolt mounting holes installed for U bolt 7-5.

In the present embodiment, described installed part is angle steel 7-6.Described angle steel 7-6 is weldingly fixed on longitudinal reinforcement beam 7-2.During practice of construction, described installed part also can adopt the shaped steel rod member of other type.

In the present embodiment, described longitudinal reinforcement beam 7-2 lifts after beam 7-1 has been connected with horizontal, also need longitudinal reinforcement beam 7-2 described in multiple tracks be adjacent pass through between both wired rail and establish wood to support together along line direction every 1.5m, guarantee line direction.

In the present embodiment, many described vertical supporting stake 7-3 are hand excavated pile.Described vertical buttress 7-8 is concrete buttress.

In the present embodiment, adopt in step 3 fixed track usage plan ruggedized construction to pass through both wired reinforce time, first adopt D type just beam 7-4 both wired reinforcing is reinforced to described just beam, and by described D type just beam 7-4 temporary support in described lower support structure; Afterwards, described lower support structure wears and is positioned at that multiple tracks directly over upper strata bridges and culverts 1 design attitude is horizontal lifts beam 7-1, and the horizontal beam 7-1 that lifts worn is installed in described lower support structure, the longeron of D type just beam 7-4 is fastenedly connected is integrated with the mounted horizontal beam 7-1 that lifts by horizontal lifting while beam 7-1 installs; Then, longitudinal reinforcement beam 7-2 described in multiple tracks is worn, and longitudinal reinforcement beam 7-2 described in multiple tracks and the mounted horizontal beam 7-1 that lifts are fastenedly connected and are integrated; Finally, the horizontal beam 7-1 that lifts of the residue in the described stiffening frame of beam is in length and breadth worn.

During practice of construction, the longeron of described D type just beam 7-4 is parallel laying with longitudinal reinforcement beam 7-2, and described in described longeron and multiple tracks, the horizontal beam 7-1 that lifts is fastenedly connected and is integrated.

Described D type just beam 7-4 is divided into multiple D types just girder segment from left to right.In the present embodiment, described D type just beam 7-4 is divided into 5 D types just girder segment from left to right, and adjacent two the described D types in left and right are just fastenedly connected by connector between girder segment.Described D type just beam 7-4 comprises longeron that twice are parallel laying and to be laid in described in twice between longeron and the multiple tracks crossbeam be laid in same level.

In the present embodiment, described connector is the sleeper buttress 7-9 be laid in described support platform.

As shown in Figure 9, it is the multiple concrete crossties laid from front to back that described just beam reinforces both wired sleeper, before and after be provided with one steel sleeper 7-10 between adjacent two described concrete crossties, the two ends, left and right of described steel sleeper 7-10 are respectively on the fastening twice longeron being arranged on D type just beam 7-4.

During practice of construction, by D type just beam 7-4 reinforce after both wired (i.e. coal special line) is reinforced to described just beam, can effectively prevent because coal special line roadbed is too high, wear the horizontal disturbance to coal special line circuit when lifting beam 7-1, and D type just beam 7-4 establish a place to hang muscle at interval of 5m to be connected with the horizontal beam 7-1 that lifts of below.

In the present embodiment, jacking direction be by north orientation south, both a wired 12-1, both wired two 12-2, both wired three 12-3 and both wired four 12-4 lay successively from south to north.To be positioned at upper layer bridge contain multiple tracks directly over 1 design attitude horizontal lift beam 7-1 wear time, set up job platform (or utilizing prefabricated lattice girder end face completed) in burnt willow uplink southern side, toward north, the horizontal beam 7-1 that lifts worn from south.First, wear the horizontal of (i.e. described lattice girder end face scope) in the empty scope of body frame and lift beam 7-1; Then, wear the horizontal of (i.e. described lattice girder end face scope both sides) in the empty scope of attached frame and lift beam 7-1, when worn horizontal lift beam 7-1 by coal special line time, in time the horizontal longeron lifting beam 7-1 and D type just beam 7-4 is connected and fixed.

When reality wears longitudinal reinforcement beam 7-2, need apply for skylight point to Railway Bureau, utilize track flat car to transport longitudinal reinforcement beam 7-2, longitudinal reinforcement beam 7-2 erection puts in place and lifts beam 7-1 stable connection with horizontal in time, prevents longitudinal reinforcement beam 7-2 from toppling.After longitudinal reinforcement beam 7-2 is in place, wears the remaining horizontal beam 7-1 that lifts in time and also fix in time, and observe line direction and height at any time.

In practice of construction process, wear horizontal when lifting beam 7-1, need first pass through slotting below both wired circuit rail, the horizontal sleeper lifting beam 7-1 is worn in mobile adjustment impact, successively penetrate and horizontally lift beam 7-1, and be adjusted to sustained height, by sleeper pitch, every empty sleeper is worn one and is horizontally lifted beam 7-1, wear the principle of horizontal will be engaged in by work when lifting beam 7-1 " wearing every six ", excavate and worn one, worn one and reinforce one and utilize railway maintenance to vibrate equipment vibration compacting, insulating pad good described with rail contact surface pad.Special messenger is arranged to guard in construction, prevent connection electricity, so repeatedly successively construct, strict level of control, direction and Rail inspection, guarantee traffic safety, its two ends and longitudinal reinforcement beam 7-2 connect, and horizontal lifting between beam 7-1 and rail adopts rubber pad (i.e. described insulating pad) effectively to insulate, and prevent connection electricity.

In sum, the key of upper strata lattice girder jacking construction is that fixed track usage plan is reinforced, reinforce without the need to fixed track usage plan during lower floor's Framed underpass bridge, and after upper strata lattice girder jacking completes, remove described fixed track usage plan ruggedized construction and recover railway and normally run, fixed track usage plan needs the speed limit 45km/h that goes slowly during reinforcing, and during to guarantee upper strata lattice girder jacking construction, Business Line railway is perfectly safe.

In the present embodiment, described fixed track usage plan ruggedized construction adopts " in length and breadth the empty method of roof beam structure ", due to the special absolute altitude of coal special line, " D type is beam 7-4 and steel sleeper 7-10 just " is adopted jointly to form independent built on stilts system for coal special line, four station tracks are formed a complete stress system by " in length and breadth roof beam structure empty method " again, bear all loads above railway.

When described jacking hole one being excavated in step 4 and in step 10, described jacking hole two excavated, according to each bridges and culverts place soil property and space size, machinery or hand excavation can be adopted, generally take disposable whole excavation.Excavation work will be expert in the gap of workshop and be carried out, and is unearthed fast, leveling compacting.When work plane allows, use machinery to dig fortune as far as possible, but above substrate, the earthwork of 30cm must use hand excavation, the former foundation soil of not disturbance as far as possible, in order to avoid affect bearing capacity of foundation soil; As less in stratum bearing capacity, can concrete cushion be adopted or change back-up sand folder cobble and reinforce.

Before carrying out carrying out lower floor's bridges and culverts jacking in upper strata bridges and culverts jacking and step 11 in step 5, must endure strict scrutiny to jacking device and debug, examination top power is generally 4 ~ 8 times that need jacking bridge and culvert to conduct oneself with dignity, top pick starts simultaneously, synchronous slowly supercharging gradually, and carry out detailed inspection, determine the stablizing of each parts, work well after can continue pressurization, start jacking, in order to avoid damage prefabricated bridges and culverts and equipment.Every pick top journey is 20cm ~ 80cm under normal circumstances, after top pick has pushed up a stroke, jack piston has been resetted, fills out caving iron at neutral gear place, and then open pick jacking, iterative cycles like this, until bridges and culverts jacking is in place.The top iron setting up different specification size and quantity is needed, to fill up replacing at any time according to top journey; Iron direction, top must be consistent with bridge direction of principal axis, and in alignment with jack; For the power transmission of guarantee fore-set is even and lateral stability, general top iron establishes one crossbeam every 3m ~ 4m, provides plane of constraint.

In the present embodiment, the diameter of described permanent support stake 5-1 is Φ 1.8m and length is 24m, the quantity of described permanent support stake 5-1 is 24 and it is laid in lateral opening below, lattice girder both sides, upper strata respectively, as upper strata lattice girder permanent support system, jointly bears upper strata lattice girder and railway loading; The diameter of described temporary support pile 5-2 is Φ 1.8m and length is 20m, the quantity of described temporary support pile 5-2 is 24 and it is laid in below the middle part of upper strata lattice girder respectively, as the temporary support system of upper strata lattice girder, ensure the resistance to overturning of lower floor Framed underpass bridge process lattice girder at the middle and upper levels.

In the present embodiment, as shown in figure 12, in step 12 between upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 during concreting, first between lower floor's bridges and culverts 2 that jacking puts in place and the upper strata bridges and culverts 1 of the side of being located thereon, build layer brick by laying bricks or stones from the bottom to top, afterwards concreting corresponding formation concrete articulamentum 6 between upper strata bridges and culverts 1 to lower floor bridges and culverts 2 again.After until upper strata bridges and culverts 1, all jacking puts in place with lower floor's bridges and culverts 2, the gap between upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 is 35cm, after upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 are integrated by concreting, form double-layer frame structural system, jointly bears railway loading.

In the present embodiment, in step 12 between upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 during concreting, the left and right sides of lower floor's bridges and culverts 2 that also need put in place in jacking concreting form concrete side barricade 8 respectively.

In the present embodiment, the concrete of building between upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 in step 12 is self-compacting concrete.

When building layer brick from the bottom to top by laying bricks or stones between lower floor's bridges and culverts 2 that jacking puts in place and the upper strata bridges and culverts 1 of the side of being located thereon, in position reserved self-compacting concrete builds pumping outlet, adopts ground pump directly to build.In casting process, send special messenger to enter in the lattice girder of upper strata and observe grouting port, grouting port overflows for closely knit, makes upper strata bridges and culverts 1 and lower floor's bridges and culverts 2 be connected to become a complete stress system, bears multiple load that railway operation above produces and the various impact forces that south water to north water flowing below produces.

The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.

Claims (10)

1. one kind is passed through both wired double-deck jacking culvert construction technology, it is characterized in that: double-deck jacking culvert of constructing be pass through both wired double-deck bridges and culverts, described double-deck bridges and culverts comprises upper strata bridges and culverts (1) and is positioned at the lower floor's bridges and culverts (2) immediately below upper strata bridges and culverts (1), described upper strata bridges and culverts (1) be positioned at pass through both wired belows, described upper strata bridges and culverts (1) and lower floor's bridges and culverts (2) are reinforced concrete structure and are integrated by concreting therebetween, the left and right on described upper strata bridges and culverts (1) is greater than the left and right of lower floor's bridges and culverts (2) to length to length, this double-deck jacking culvert construction technology comprises the following steps:

Step one, upper strata bridge and culverts: after having excavated the prefabricated pit one for prefabricated upper strata bridges and culverts (1), prefabricated upper strata bridges and culverts (1) in described prefabricated pit one;

Step 2, upper strata bridges and culverts jacking back and rear back beam are constructed: construct in described prefabricated pit one and be used for the back one (3-1) on jacking upper strata bridges and culverts (1), and arrange rear back beam one (4-1) in back one (3-1) front side; Described back one (3-1) and rear back beam one (4-1) are all arranged in the dead astern of the prefabricated upper strata bridges and culverts (1) completed of step one;

Step 3, both wired reinforcing: adopt fixed track usage plan ruggedized construction to pass through both wired reinforcing;

Step 4, upper strata bridges and culverts jacking hole excavation: from front to back the jacking hole for jacking upper strata bridges and culverts (1) one is excavated, described jacking hole one is positioned at the dead ahead of prefabricated pit one described in step one and itself and described prefabricated pit one connect as one;

Step 5, upper strata bridges and culverts jacking: adopt jacking device by the upper strata bridges and culverts (1) completed prefabricated in step one forward jacking to design attitude;

Step 6, upper strata bridges and culverts bottom support system are constructed: upper strata bridges and culverts (1) bottom that jacking puts in place in step 5 arranges bottom support system; Described bottom support system comprises the many permanent support stakes (5-1) be supported on below upper strata bridges and culverts (1) left and right sides and the many temporary support piles (5-2) being supported on below, upper strata bridges and culverts (1) middle part; Many below bridges and culverts (1) left and right sides, described upper strata described permanent support stakes (5-1) form the permanent support system of upper strata bridges and culverts (1), and many described temporary support piles (5-2) form the temporary support system of upper strata bridges and culverts (1);

Step 7, fixed track usage plan ruggedized construction are removed: remove the ruggedized construction of fixed track usage plan described in step 3, and by pass through and be both wiredly supported on upper strata bridges and culverts (1) that jacking in step 5 puts in place;

Step 8, lower floor's bridge and culverts: after having excavated the prefabricated pit two for prefabricated lower floor bridges and culverts (2), prefabricated lower floor bridges and culverts (2) in described prefabricated pit two;

Step 9, lower floor's bridges and culverts jacking back and rear back beam are constructed: construct in described prefabricated pit two and be used for the back two (3-2) of jacking lower floor bridges and culverts (2), and arrange rear back beam two (4-2) in back two (3-2) front side; Described back two (3-2) and rear back beam two (4-2) are all arranged in the dead astern of the prefabricated lower floor's bridges and culverts (2) completed of step 8;

Step 10, lower floor bridges and culverts jacking hole excavation: from front to back the jacking hole two for jacking lower floor bridges and culverts (2) is excavated, described jacking hole two is positioned at the dead ahead of prefabricated pit two described in step 9 and itself and described prefabricated pit two connect as one;

Step 11, lower floor's bridges and culverts jacking: adopt jacking device by the lower floor's bridges and culverts (2) completed prefabricated in step 8 forward jacking to design attitude; Described lower floor bridges and culverts (2), forward in jack-in process, is removed the system of temporary support described in step 6 to front by rear;

Step 12, concreting: after bridges and culverts (2) jacking of lower floor described in step 11 puts in place, concreting between upper strata bridges and culverts (1) and lower floor's bridges and culverts (2), makes upper strata bridges and culverts (1) and lower floor's bridges and culverts (2) be fastenedly connected and is integrated.

2. a kind ofly pass through both wired double-deck jacking culvert construction technology according to according to claim 1, it is characterized in that: carry out carrying out in prefabrication process to lower floor's bridges and culverts (2) in prefabricated and step 8 to upper strata bridges and culverts (1) in step one, when the forming panel used to prefabricated upper strata bridges and culverts (1) and lower floor's bridges and culverts (2) carries out Zhi Li or remove, formwork hoisting device is all adopted to lift described forming panel; Described forming panel is formed by polylith template splicing, and described upper strata bridges and culverts (1) and lower floor's bridges and culverts (2) are needs prefabricated bridges and culverts;

Described formwork hoisting device comprises vertical support frame (9-1), the slipway beam (9-2) be arranged in vertical support frame (9-1), be arranged on slipway beam (9-2) upper and the sliding component that can carry out horizontal shifting along slipway beam (9-2) and the template lifting means (9-3) be arranged on below described sliding component, and described vertical support frame (9-1) is laid in outside the surrounding of the prefabricated bridges and culverts of described need; Described slipway beam (9-2) in level to laying.

3. pass through both wired double-deck jacking culvert construction technology according to a kind of described in claim 1 or 2, it is characterized in that: described lower floor bridges and culverts (2) is divided into three bridges and culverts sections from left to right, three described bridges and culverts sections are respectively left side sections, intermediate section and right side sections from left to right; In step 8 during prefabricated lower floor bridges and culverts (2), carry out prefabricated respectively to described left side sections, intermediate section and right side sections, prefabricated described left side sections, intermediate section and right side sections are laid on the same line, and described left side sections and described right side sections lay respectively at the left and right sides of described intermediate section; When carrying out lower floor's bridges and culverts jacking in step 11, first described intermediate section jacking is put in place, then the sections jacking of described left side is put in place, finally the sections jacking of described right side is put in place.

4. pass through both wired double-deck jacking culvert construction technology according to a kind of described in claim 1 or 2, it is characterized in that: in step 12 between upper strata bridges and culverts (1) and lower floor's bridges and culverts (2) during concreting, first between lower floor's bridges and culverts (2) that jacking puts in place and the upper strata bridges and culverts (1) of the side of being located thereon, build layer brick by laying bricks or stones from the bottom to top, afterwards concreting corresponding formation concrete articulamentum (6) between upper strata bridges and culverts (1) to lower floor's bridges and culverts (2) again; In step 12 between upper strata bridges and culverts (1) and lower floor's bridges and culverts (2) during concreting, the left and right sides of lower floor's bridges and culverts (2) that also need put in place in jacking concreting form concrete side barricade (8) respectively.

5. pass through both wired double-deck jacking culvert construction technology according to a kind of described in claim 1 or 2, it is characterized in that: described upper strata bridges and culverts (1) is lattice girder, described lower floor bridges and culverts (2) is frame bridge.

6. a kind ofly pass through both wired double-deck jacking culvert construction technology according to according to claim 2, it is characterized in that: the steel pipe scaffold of reinforcing cage for colligation described in need prefabricated bridges and culverts of described vertical support frame (9-1) for having set up in advance.

7. a kind ofly passing through both wired double-deck jacking culvert construction technology according to according to claim 2, it is characterized in that: described template lifting means (9-3) is provided with the suspension hook (9-8) for lifting template; Described template lifting means (9-3) is electric hoist equipment, described formwork hoisting device also comprises the on-off controller (9-9) described electric hoist equipment being carried out to switch control rule, and described on-off controller (9-9) connects with described electric hoist equipment; Described sliding component comprises link (9-7) and is arranged on link (9-7) top and can carries out the pulley (9-6) of front and back slippage in slipway beam (9-2), and described template lifting means (9-3) is arranged on described link (9-7) bottom; Described slipway beam (9-2) is i iron.

8. pass through both wired double-deck jacking culvert construction technology according to a kind of described in claim 1 or 2, it is characterized in that: pass through both wired quantity and be many, described in many both wired acceptance of the bid high minimum both wired be that low level is both wired, described in many, both the both wired of the high absolute altitude height 50cm more than both more wired than described low level of wired acceptance of the bid is that just beam reinforcing is both wired;

The lower support structure that the ruggedized construction of fixed track usage plan described in step 3 comprises beam stiffening frame in length and breadth and supports the described stiffening frame of beam in length and breadth, described lower support structure comprise be supported on respectively described in multiple vertical buttress (7-8) in length and breadth below the left and right sides of beam stiffening frame and front side; The described stiffening frame of beam is in length and breadth rectangular frame, and the left and right of described rectangular frame is to the left and right that length is greater than upper strata bridges and culverts (1) to length and be greater than the front and back of upper strata bridges and culverts (1) to width to width before and after it; What the described stiffening frame of beam in length and breadth comprised that multiple tracks carries out laying from left to right horizontally lifts beam (7-1) and multiple tracks is laid in the horizontal longitudinal reinforcement beam (7-2) lifting beam (7-1) top described in multiple tracks from front to back, described in multiple tracks, horizontal beam (7-1) of lifting is in parallel laying and it is laid in same level, and longitudinal reinforcement beam (7-2) described in per pass is all fastenedly connected is integrated with beam (7-1) of lifting horizontal described in multiple tracks; Described in multiple tracks, horizontal beam (7-1) of lifting is formed both wired support platform supported described in many; Longitudinal reinforcement beam (7-2) described in multiple tracks is in parallel laying and it is laid in same level, and described longitudinal reinforcement beam (7-2) and horizontal beam (7-1) of lifting are in vertical runs; The described horizontal length direction lifting beam (7-1) is parallel laying with upper strata bridges and culverts (1) with the jacking direction of lower floor's bridges and culverts (2);

Described support platform is provided with both wired D type reinforced just beams (7-4) are reinforced to described just beam, described just beam reinforce both wired by D type just beam (7-4) be supported in described support platform, described D type just beam (7-4) and longitudinal reinforcement beam (7-2) both wired in parallel laying and described in its quantity and many in just beam to reinforce both wired quantity identical; In both wired described in many except described just beam reinforce both wired except each bar to be both wiredly all supported in described support platform by insulating pad.

9. a kind ofly pass through both wired double-deck jacking culvert construction technology according to according to claim 8, it is characterized in that: adopt in step 3 fixed track usage plan ruggedized construction to pass through both wired reinforce time, first adopt D type just beam (7-4) both wired reinforcing is reinforced to described just beam, and by described D type just beam (7-4) temporary support in described lower support structure; Afterwards, described lower support structure wears and is positioned at that multiple tracks directly over upper strata bridges and culverts (1) design attitude is horizontal lifts beam (7-1), and the horizontal beam (7-1) of lifting worn is installed in described lower support structure, the longeron of D type just beam (7-4) is fastenedly connected is integrated with mounted horizontal beam (7-1) of lifting by horizontal lifting while beam (7-1) is installed; Then, longitudinal reinforcement beam (7-2) described in multiple tracks is worn, and longitudinal reinforcement beam (7-2) described in multiple tracks and mounted horizontal beam (7-1) of lifting are fastenedly connected and are integrated; Finally, the horizontal beam (7-1) of lifting of the residue in the described stiffening frame of beam is in length and breadth worn.

10. a kind ofly pass through both wired double-deck jacking culvert construction technology according to according to claim 8, it is characterized in that: described lower support structure also comprise many be supported on respectively described in vertical supporting stake (7-3) in length and breadth below beam stiffening frame; Carry out in digging process to described jacking hole one from front to back in step 4, by rear to front to described in being supported in length and breadth in the middle part of beam stiffening frame the vertical supporting stake (7-3) of below remove; It is the multiple concrete crossties laid from front to back that described just beam reinforces both wired sleeper, before and after be provided with one steel sleeper (7-10) between adjacent two described concrete crossties, the two ends, left and right of described steel sleeper (7-10) are respectively on the fastening twice longeron being arranged on D type just beam (7-4).