CN107905111A - A kind of rigid frame-continuous girder end bay construction technology - Google Patents

Abstract

The invention discloses a kind of rigid frame-continuous girder end bay construction technology, process are as follows：First, pier top beam section is constructed；2nd, end bay Cast-in-Situ Segment and end bay cantilever segment synchronous construction：Constructed to end bay Cast-in-Situ Segment using adhesion type high-altitude mount support, while constructed using double limb triangle hanging baskets to end bay cantilever segment；The main couple of double limb triangle hanging baskets includes two symmetrical truss groups being laid in above cantilever girder segment or so, and each truss group includes two triangular trusses laid side by side；Adhesion type high-altitude mount support includes the high-altitude stent and multiple adhesion type connection structures from top to bottom laid on the inside of bridge pier；Step 3: end bay closes up.Present invention design is rationally and easy construction, using effect are good, after the completion of the construction of pier top beam section, while construction using double limb triangle hanging baskets to end bay cantilever segment, using adhesion type high-altitude mount support construction end bay Cast-in-Situ Segment, energy is easy, is rapidly completed high-altitude large-tonnage end bay beam section work progress.

Description

A kind of rigid frame-continuous girder end bay construction technology

Technical field

The invention belongs to technical field of bridge construction, more particularly, to a kind of rigid frame-continuous girder end bay construction technology.

Background technology

With the development of national economy, China railways bridge cause is grown rapidly, and China is in Bridge Design theory, construction skill Caught up with terms of art and equipment or close to advanced international standard, large span is over strait, crossing-fiver bridge construction is continuously increased.It is continuous firm Structure bridge is the continuous bridge of pier consolidation, and continuous rigid frame bridge is usually multiple span bridge, and the bridge main beam of continuous rigid frame bridge is firm Structure continuous beam, large span rigid frame-continuous girder refer to that the firm structure of porous across footpath overall length >=100 meter and single hole across footpath >=40 meter is continuous Beam.For end bay is with respect to main span, across footpath it is maximum one across referred to as main span, and across footpath is less is referred to as end bay.At present, When constructing to rigid frame-continuous girder end bay, usually elder generation's end bay beam section is divided into using the end bay Cast-in-Situ Segment of construction with brackets and use The end bay cantilever segment of Hanging Basket cantilever pouring construction, the beam section between end bay Cast-in-Situ Segment and end bay cantilever segment is closure segment.To support When high-altitude end bay beam section highly more than 30m is constructed, difficulty of construction is larger, is more than 50m, deck-molding particularly with bearing height When the high-altitude large volume end bay beam section of more than 10m, cantilever pouring segment length more than 4m is constructed, difficulty of construction is very big, peace Total quality is controlled risk height, and requirement of the end bay cast-in-place section construction to used stent is very high, while to the structure design of Hanging Basket It is required that high, cradle structure needs to meet security requirement, ensures construction quality, saves construction cost, convenient construction again.

The content of the invention

In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that it is continuous to provide a kind of just structure Beam end bay construction technology, it is designed rationally and easy construction, using effect are good, after the completion of the construction of pier top beam section, using double limbs three While angle Hanging Basket constructs end bay cantilever segment, constructed end bay Cast-in-Situ Segment using adhesion type high-altitude mount support, can it is easy, It is rapidly completed high-altitude large-tonnage end bay beam section work progress.

In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of rigid frame-continuous girder end bay construction technology, It is characterized in that：The both ends of constructed end bay beam section are respectively supported in water on pier and bridge pier, and the bridge pier and Shui Zhongdun are Reinforced concrete knoll；The end bay beam section is connected with end bay cantilever segment and formed by end bay Cast-in-Situ Segment, end bay closure segment, the end bay Closure segment is connected between end bay Cast-in-Situ Segment and end bay cantilever segment；One end of the end bay Cast-in-Situ Segment is supported on bridge pier and its is another One end is connected with end bay closure segment, and the end bay cantilever segment is connected with the pier top beam section being supported in water on pier；Opposite side bridge section When being constructed, process is as follows：

Step 1: pier top beam section is constructed：The bracket installed using pier pier top in water, constructs pier top beam section；

Step 2: end bay Cast-in-Situ Segment and end bay cantilever segment synchronous construction：End bay is showed using adhesion type high-altitude mount support Pour section to construct, while constructed using double limb triangle hanging baskets to end bay cantilever segment；

The end bay cantilever segment is spliced from multiple along vertical bridge to the cantilever girder segment laid from back to front；End bay is hanged When arm section is constructed, constructed respectively to multiple cantilever girder segments from back to front using double limb triangle hanging baskets；

Double limb triangle hanging baskets are included positioned at the main couple constructed above cantilever girder segment, positioned at the main couple Underface and the template system of molding construction is carried out to cantilever girder segment and the template system is hung on the main couple Lifting system, be fastenedly connected and be integrated by the lifting system between the main couple and the template system；It is described outstanding Arm girder segment is concrete box girder；

The main couple includes preceding upper beam, rear upper beam and two symmetrical purlins being laid in above cantilever girder segment or so Frame group, is fastenedly connected between two truss groups, the preceding upper beam, rear upper beam and lateral connection by lateral connection frame Frame is laid in horizontal layout and three along direction across bridge, and two truss groups pass through preceding upper beam, rear upper beam and transverse direction Link, which is fastenedly connected, to be integrated；Each truss group includes two triangular trusses laid side by side, two described three The structure snd size all same of angular truss and the two in vertically to laying, two triangular trusses are along vertical bridge to cloth And if it is fastenedly connected is integrated by multiple transverse links therebetween；Four triangular trusses are evenly distributed with the main couple On same plane, the front end of four triangular trusses is fastenedly connected with preceding upper beam, four triangle purlins The rear end of frame is fastenedly connected with rear upper beam；

When being constructed using adhesion type high-altitude mount support to end bay Cast-in-Situ Segment, process is as follows：

Step 2011, adhesion type high-altitude mount support are set up：Treat to set up adhesion type high-altitude mount support on the inside of bridge pier；

Adhesion type high-altitude mount support includes high-altitude stent on the inside of the bridge pier and multiple from top to bottom lays Adhesion type connection structure, the high-altitude stent is laid along direction across bridge and it is fastened and fixed by multiple adhesion type connection structures On bridge pier, the adhesion type connection structure is in horizontal layout；The bridge pier includes pile foundation, the level being supported in pile foundation Cushion cap and the pier shaft being laid on horizontal cushion cap, the pier shaft is hollow pier；

The high-altitude stent is not less than the vertical supports of 50m for height, and the vertical supports are divided into multiple from the bottom to top Frame segment, is fastenedly connected between neighbouring two bracket subsections by flange and is integrated；

The vertical supports include the two well cabinet frames symmetrically laid in left and right, between two well cabinet frames by it is multiple by Horizontal connection structure up to lower laying is fastenedly connected；Each well cabinet frame is along the circumferential direction uniformly distributed including four Vertical supporting steel pipe, four vertical supporting steel pipes include two inner side steel pipes and two outside steel pipes, the every inner side An outside steel pipe is both provided with the outside of steel pipe, between two inner side steel pipes, between two outside steel pipes And the steel pipe connecting from top to bottom laid by multiple tracks between the every inner side steel pipe and outside steel pipe on the outside of it Extension bar, which is fastenedly connected, to be integrated；Four inner side steel pipes in the vertical supports are laid in same from left to right along direction across bridge On vertical plane, four outside steel pipes in the vertical supports are laid on same vertical plane from left to right along direction across bridge； The bottom of four inner side steel pipes is supported on horizontal cushion cap；

Four are provided with the inside of the horizontal cushion cap respectively for the anchor pile of outside steel pipe bottom support, the anchoring Stake is in vertically to laying；An anchor pile is both provided with immediately below the every outside steel pipe, the anchor pile is steel Rib concrete pile；

The adhesion type connection structure includes one of connecting cross beam and four horizontal brace rods, and the connecting cross beam is in level Lay and it lays along direction across bridge, the connecting cross beam is fixedly secured on the madial wall of pier shaft by more pull rods；Every institute Stating inner side steel pipe, the horizontal brace rod is fastenedly connected together between connecting cross beam；The more pull rods are from left to right It is laid in same level and it is each attached on the madial wall of pier shaft, the pull rod is in horizontal layout and it is along vertical bridge to cloth If；The outer end of the every pull rod is each attached on connecting cross beam, and the inner of the every pull rod stretches to the inner cavity of pier shaft In, the every pull rod is each attached on the madial wall of pier shaft；It is provided with the madial wall of the pier shaft and multiple is passed through for pull rod Pull rod mounting hole, is provided with multiple through holes passed through for pull rod on the connecting cross beam from left to right；

Step 2012, formwork erection：Described in step 2011 template is set up on adhesion type high-altitude mount support and bridge pier Supporting rack, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment is set up on the formwork-support；The template branch Support is horizontal shore；

Step 2013, end bay Cast-in-Situ Segment pouring construction：Using forming panel described in step 2012 to end bay Cast-in-Situ Segment into Row pouring construction；

Step 3: end bay closes up：Treat end bay Cast-in-Situ Segment described in step 2 and after the completion of end bay cantilever segment constructs, opposite side Construct across closure segment, complete end bay beam section and close up.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Pull rod described in step 2011 is finish rolling screw thread Reinforcing bar；The outer end of the every pull rod is set with outer locking nut, and the connecting cross beam is installed on pier shaft and outer locking nut Between；The inner of the every pull rod is set with internal locking nut, and the internal locking nut is located in the inner cavity of pier shaft.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Inner side steel pipe described in step 2011 is with being located at The level interval between the steel pipe of outside on the outside of it is 2m~3m, and the clear distance between the inner side steel pipe and pier shaft is not more than 4m；

The outside diameter of the vertical supporting steel pipe is φ 0.5m~φ 0.6m；

The lower part segment of the anchor pile is the anchoring section being anchored on riverbed, and the length of the anchoring section is not less than 1m, The stake footpath of the anchor pile is φ 0.8m~φ 1.2m；

Vertical spacing between neighbouring two adhesion type connection structures is 10m~15m.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Pull rod mounting hole described in step 2011 is drawing Mould muscle hole, the drawing-die muscle hole are logical for being passed through to the template lacing wire of pier shaft molding construction pier shaft forming panel progress drawknot Hole, the pier shaft forming panel include pier shaft external mold and the pier shaft internal model being laid on the inside of the pier shaft external mold, and the template is drawn Muscle is the horizontal steel tie being connected between the pier shaft external mold and the pier shaft internal model；

When constructing in step 3 to end bay closure segment, constructed using closure segment hanger.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Laid described in step 2011 in vertical supports There is formwork-support, the formwork-support is horizontal shore；

The horizontal shore includes the bottom end rail that is laid in same level of twice, multiple tracks is laid in together from left to right Horizontal girder and multiple tracks on one horizontal plane are laid in the upper beam in same level, four inner side steel pipes from front to back Top is provided with the bottom end rail together, and four outside steel pipe tops are provided with the bottom end rail together, water described in per pass Flat longeron is laid in described in twice on bottom end rail, and upper beam described in per pass is laid in described in multiple tracks on horizontal girder；It is described Bottom end rail and upper beam are laid along direction across bridge, and bridge is indulged to laying in the horizontal girder edge；The inner of horizontal girder described in per pass It is supported on pier shaft.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Template system described in step 2 includes being located at Internal model on the inside of cantilever girder segment, the end template positioned at cantilever girder segment bottom, carry out below end template and to end template The bottom supporting rack of support and two outer side molds being respectively symmetrically laid at left and right sides of cantilever girder segment, each outer side mold Outside be both provided with side form supporting rack；The bottom supporting rack includes the preceding bottom end rail of lower section on front side of end template and is located at The rear bottom end rail of lower section on rear side of end template, the preceding bottom end rail and rear bottom end rail are in horizontal layout and the two is along direction across bridge cloth If the preceding bottom end rail is located at the underface of preceding upper beam；Internal model supporting rack is provided with the inside of the internal model；

The lifting system includes carrying out the bottom supporting rack bed die lifting structure of lifting, two symmetrical cloth And if to side form supporting rack carry out lifting side form lifting structure and to internal model carry out lifting internal model lifting structure, described in two Side form supporting rack is laid in the left and right sides of cantilever girder segment respectively；The bed die lifting structure include be connected to before upper beam with Vertical sunpender after the preceding vertically sunpender of bed die and the bed die being connected between the main couple and rear bottom end rail between preceding bottom end rail, Each side form lifting structure is including vertical sunpender and company before the side form before being connected between upper beam and side form supporting rack Vertical sunpender after the side form between rear upper beam and side form supporting rack is connected to, the internal model lifting structure includes upper horizontal stroke before being connected to Vertical sunpender and it is connected to rear side before internal model between beam and internal model supporting rack and has poured internal model between beam section and internal model supporting rack Vertical sunpender afterwards, it is positioned at cantilever girder segment rear side and the casting beams adjacent with cantilever girder segment that the rear side, which has poured beam section, Section, it is concrete box girder that the rear side, which has poured beam section,.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：The internal model supporting rack include it is multiple by it is preceding extremely Rear support is fastenedly connected by longitudinal connecting member between the internal model truss in internal model, multiple internal model truss and is integrated；Often A internal model truss includes being in from top to bottom to lay to the truss body and multiple tracks laid and be supported internal model vertically In the intrinsic transverse support bar of the truss, it is same vertical that the truss body is laid in transverse support bar described in multiple tracks On face；

The internal model includes cope plate and two inner side templates for being symmetrically laid in lower section at left and right sides of the cope plate；Institute State truss body and be symmetrically connected to the horizontal shore including the horizontal shore being supported in below the cope plate and two The vertical supports being supported below the left and right sides and to the inner side template, two vertical supports pass through horizontal described in multiple tracks It is connected as one to supporting rod；

One of internal model traveling skid beam is symmetrically arranged with the internal model supporting rack, the internal model traveling skid beam is in horizontal layout And it along vertical bridge to laying, the internal model supporting rack is supported in described in twice in internal model traveling skid beam, internal model traveling described in twice Skid beam is symmetrically laid in below the left and right sides of the horizontal shore；Vertical sunpender is to be connected to preceding upper beam before the internal model With the vertical sunpender of internal model traveling skid beam front end, after the internal model vertical sunpender be connected to rear side poured the top plate of beam section with it is interior Vertical sunpender between mould traveling skid beam rear end；

The transverse support bar and the truss body are laid along direction across bridge, and the transverse support bar is in horizontal layout；

The horizontal shore is pull pin-connected panel supporting rack, and the pull pin-connected panel supporting rack includes middle bracket and two It is a to be symmetrically laid in the left and right sides of middle bracket and the side bracket of horizontal pulling be carried out, the middle bracket and two institutes It is in vertically to laying to state side bracket；Two side brackets are laid on same vertical plane, and the middle bracket is located at The front side of side bracket or rear side；The middle bracket and two side brackets are to be in vertically to the plane purlin of laying Frame, the middle bracket are connected to including the first top boom, the first lower boom immediately below the first top boom and Duo Gen The first web member between one top boom and the first lower boom, each side bracket include the second top boom, on second The second lower boom and Duo Gen immediately below chord member are connected to the second web member between the second top boom and the second lower boom；Described One top boom and the second top boom are the cope plate supporting rod being supported to the cope plate, first lower boom and Two lower booms be in the straight-bar of horizontal layout and the two be laid in same level；

The inner of second top boom is provided with multiple upper horizontal connectors, multiple upper horizontal connections from left to right Part is laid in same level, multiple upper horizontal connectors in it is parallel laying and its with the second top boom in hang down It is straight to lay；It is provided with from left to right on first top boom multiple respectively for the upper Level tune hole of upper horizontal connector installation；

The inner of second lower boom is provided with multiple lower horizontal connectors, multiple lower horizontal connections from left to right Part is laid in same level, multiple lower horizontal connectors in it is parallel laying and its with the second lower boom in hang down It is straight to lay；Multiple pacify respectively for lower horizontal connector is provided with first lower boom from left to right and holds Level tune hole；

The upper Level tune hole and lower Level tune hole are elongate holes；

The transverse support bar is adjustable rod.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Double limb triangle hanging baskets also wrap described in step 2 Include walking system；

The walking system includes two walking mechanisms for being symmetrically mounted on lower section at left and right sides of the main couple, Mei Gesuo State the underface that walking mechanism is respectively positioned on a truss group；The rear side, which has poured, is equipped with left and right twice on the top plate of beam section Bridge is indulged to laying for the long rails of walking mechanism walking, the long rails edge respectively；

The long rails include multiple tracks and are laid in rear side from front to back having poured lower transverse beam on beam section top plate, twice cloth Vertical rail and multiple tracks above described in multiple tracks at left and right sides of lower transverse beam are laid in upper on vertical rail described in twice from front to back Transverse beam, the lower transverse beam and upper transverse beam are laid along direction across bridge, and bridge is indulged to laying in the vertical rail edge；

Upper transverse beam is fastenedly connected by vertical rail described in twice and is integrated described in lower transverse beam described in multiple tracks and multiple tracks；Per pass The upper transverse beam is embedded in the built-in fitting that has poured in beam section of rear side by one or more lower parts is fixed on rear side and has poured beam Duan Shangfang；The built-in fitting includes pre-buried spiral and the stop nut being installed on the pre-buried spiral, the limit Position nut is located above upper transverse beam, and the pre-buried spiral is in vertically to laying；

The walking mechanism includes the preceding bearing being installed on below preceding upper beam and the rear branch being installed on below rear upper beam Seat, the preceding bearing and the rear support are the mobile support saddle that can be moved back and forth along rail is indulged described in twice.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Double limb triangle hanging baskets also wrap described in step 2 Include bed die adjustment structure；The bed die adjustment structure includes being laid in the rear side baffle of end template back side top, positioned at end template Top and the beam bottom mother plate that molding construction is carried out to cantilever girder segment bottom, the rear side baffle are in vertically to laying；The beam It is sand interstitital texture between end template and end template, the rear side baffle is with front-end template in parallel laying and the two is along horizontal stroke Bridge to laying, the rear side baffle and front-end template be installed in two symmetrical side templates being laid at left and right sides of end template it Between；

The rear side baffle is located at rear side and has poured below the front side of beam section, and the top branch of the rear side baffle has withstood on rear side Pour on the bottom surface of beam section, it is beams of concrete that the cantilever girder segment and rear side, which have poured beam section,；The rear side baffle is located at beam bottom Template rear, the end template, rear side baffle, rear side have poured the bottom surface of beam section, have been laid on end template and in vertically to laying Front-end template and two side templates surround the filled cavity of sand interstitital texture, the front-end template is divided into fills out positioned at sand Fill the bottom template segment of architecture front-side and the upper mould section of the front end face progress molding construction to cantilever girder segment；The beam bottom For shuttering supporting in sand interstitital texture, the rear end branch of the beam bottom mother plate withstands on the bottom surface front end that rear side has poured beam section, beam bottom The front end branch of template is withstood in front-end template, and the beam bottom mother plate is installed between two side templates.

A kind of above-mentioned rigid frame-continuous girder end bay construction technology, it is characterized in that：Double limb triangle hanging baskets also wrap described in step 2 Include left and right two it is symmetrical be laid in rear side and poured in beam section secretly bury anchor structure, each described secretly bury connects below anchor structure It is connected to an auxiliary rod；

The connector for secretly burying anchor structure and including embedded bar and being connected with embedded bar bottom, the embedded bar Rear side is embedded in connector to have poured in beam section；The embedded bar and connector in vertically to lay and the two be respectively positioned on The surface of bottom end rail afterwards, the connector bottom have poured the bottom surface flush of beam section with rear side at its present position；It is described auxiliary It is in be fastenedly connected vertically to laying, the auxiliary rod upper end with connector to help sunpender, the auxiliary rod lower end and rear lower horizontal stroke Beam connects；The embedded bar, connector and the auxiliary rod immediately below connector are laid on same vertical curve, institute It is reinforcing bar to state auxiliary rod, and the connector is connection embedded bar and the reinforcing bar connector of auxiliary rod.

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

1st, processing step is simple, design is reasonable and easy construction, using effect are good, and the pier top beam section on the inside of end bay has been constructed Cheng Hou, while construction using double limb triangle hanging baskets to end bay cantilever segment, using adhesion type high-altitude mount support construction side Across Cast-in-Situ Segment, end bay is completed afterwards and is closed up, the construction period is short, and construction efficiency is high and work progress is easily controllable.

2nd, used adhesion type high-altitude mount support is simple in structure, design is reasonable and easy construction, input cost are relatively low.

3rd, used adhesion type high-altitude mount support makes full use of the drawing-die reinforced hole of round-ended high hollow pier, using finish rolling Spiral forms the attachment support of high-altitude steel buttress, easy for construction, pier shaft is without pre-buried steel to drawing fixed attachment rod piece power transmission cross bar Plate " scar ", ensure that external quality of pier quality, securely and reliably.Used adhesion type high-altitude mount support is filled using " well " font With formula steel pipe support with without the pre-buried attachment techniques measure of " scar " formula, solving the high-altitude end bay cast-in-place section construction of rigid frame-continuous girder Technical barrier.

4th, end bay Cast-in-Situ Segment high-altitude steel pipe support uses " well " font fabricated construction, and ring flange is used between stent is extreme High-strength bolt connects, and easy for construction, construction quality is easy to control, and is reduced steel buttress overhead welding workload, is accelerated construction Progress, securely and reliably, obtains good construction effect.

5th, construction method is simple and construction quality is easily controllable, work progress is safe and reliable, available for rigid frame-continuous girder height In abutment pier, long end bay cast-in-place section construction, it can also be used to which in the in-situ beam casting of high-altitude, versatility is good, securely and reliably.The end bay is cast-in-place Intersecting parallels assembled steel pipe holder is combined by section high-altitude steel pipe support with the pre-buried adhesion type connection structure of no scar formula, can be effective High-altitude cast-in-place section construction problem is solved, work progress is safe and reliable.

6th, double limb triangle hanging baskets use the truss group being made of side by side two triangular trusses, solve super-tonnage Hanging Basket Main couple load-bearing problem.Also, consider that the later stage effectively reuses cost-effective problem, by two triangular trusses of truss group It can meet general bridge cradle construction requirement after being divided into two, be used as common triangle hanging basket, it is flexible using operation, and save About construction cost.It can especially meet more than deck-molding 10m, length is more than 4m and cantilever girder segment of its weight more than 2000kN is applied Work demand.

7th, the rod piece of triangular truss uses pin joint form, easy for installation.

8th, using the truss group being made of side by side two triangular trusses, two triangular truss uniform forces can be effective Increase the stability of main couple, further enhance the stability of Hanging Basket entirety, at the same time.

9th, it is good using reasonable anchor structure design, easy construction and using effect is secretly buried, after solving thicker web Hanging Basket Bottom end rail and sunpender stress problems of too, have the following advantages：Firstth, because the higher web of beam body is thicker, set in web and secretly bury Anchor structure, bottom end rail and sunpender stress problems of too, increase safety coefficient after solution；Hanger Anchor is connected on bottom end rail afterwards Gu when, because boom location, length are different, sunpender reasonable stress distribution during to ensure concreting, web outside sunpender (i.e. bottom Vertical sunpender after mould) longer (elongation is longer under same stress condition) need to beat most tight with jack, sunpender among inner cavity (the vertical sunpender in inner side after i.e.) takes second place, and sunpender (i.e. auxiliary rod) make-up is secretly buried on the inside of web and in web；Secondth, it is embedded Method is easy for construction：Using finish rolling deformed bar connector, mouth is in close contact with end template under connector, suitable for reading to be screwed into pre-buried steel Muscle, embedded bar are screwed into the half that length is connector length；3rd, it is easy to operate；, only need to be by auxiliary hanging before Hanging Basket is moved Bar is back-outed out of connector, is then normally carried out Hanging Basket operation；4th, the concrete appearance of cantilever beam section can be effectively ensured Quality；After hanging basket advancing, it will not leave behind " scar " on beam base concrete surface；5th, construction cost has been saved.Add and secretly bury Anchor structure, Lower Crossbeam Structure size and sunpender size can optimize after Hanging Basket, and less section steel material dosage, enhances extension The versatility of basket, has saved construction cost.Thus, it can effectively solve ultra-wide superelevation web beam bottom correspondence using anchor structure is secretly buried Rear bottom end rail part bearing capacity overrun issues existing for bottom end rail position afterwards, it is ensured that construction safety, while will not leave behind at beam bottom " scar ", does not influence beam body appearance.Otherwise, for meet force request, it is necessary to after increasing bottom end rail structure size, corresponding increase Hanging Basket weight and cost, while the versatility of Hanging Basket is impacted.

10th, used internal model truss structure is simple, design is reasonable and processing and fabricating is easy, and input cost is low, the internal model Truss is easy to use, easy for construction and using effect is good, and truss body includes horizontal shore and two are symmetrically connected to The vertical supports of lower section, horizontal shore use pull pin-connected panel supporting rack, can meet different width at left and right sides of horizontal shore Spend the support demand of suspended basket inner model.Also, two connect in hinged way between vertical supports and horizontal shore, demoulding side Just, reinforcement installation space is big, and Hanging Basket conveniently moving, can accelerate construction progress.When non-uniform beam cantilever pouring is constructed, using pull Mode adjusts internal model truss size, and easy to operate, speed of application is fast, and input cost is low, saving of work and time.

11st, bed die adjustment is simple in structure, design rationally and processing and fabricating is easy, input cost is low, easy construction and makes It is good with effect, end template, rear side baffle, sand interstitital texture and beam bottom mother plate are formed into double-deck bed die, by being filled by sand The beam bottom mother plate of structural support carries out molding construction to cantilever girder segment bottom, meets the cantilever pouring construction need of non-uniform beam Ask, and solve the problems, such as that Hanging Basket bed die is difficult to overlap joint, Hanging Basket bed die has been poured beam section with rear side and realize effectively overlap joint.

12nd, cradle construction method is simple, design rationally and easy construction, construction effect are good, can it is easy, be rapidly completed greatly across The large volume cantilever beam section work progress of more than deck-molding 10m, cantilever pouring segment length more than 4m in rigid frame bridge is spent, and was constructed Journey is safe and reliable.

In conclusion the present invention solves large-tonnage cantilever beam section using the truss group being made of side by side two triangular trusses Hanging basket main truss load-bearing problem in work progress, truss group can be used as conventional Hanging Basket to use after being divided into two, while use bottom Mould adjusts structure and drawing and pulling type internal model truss, can meet simplicity, the rapid construction demand of non-uniform beam.

In conclusion present invention design is reasonable and easy construction, using effect are good, after the completion of the construction of pier top beam section, use While double limb triangle hanging baskets construct end bay cantilever segment, using adhesion type high-altitude mount support construct end bay Cast-in-Situ Segment, Energy is easy, is rapidly completed high-altitude large-tonnage end bay beam section work progress.

Below by drawings and examples, technical scheme is described in further detail.

Brief description of the drawings

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

Fig. 1-1 is the use state reference chart of adhesion type connection structure of the present invention.

Fig. 2 is the vertical bridge of adhesion type high-altitude of the present invention mount support to structure diagram.

Fig. 3 is the direction across bridge structure diagram of adhesion type high-altitude of the present invention mount support.

Fig. 4 is the structure diagram of template bottom of the present invention supporting rack.

Fig. 5 is the erected state schematic diagram of end bay beam section of the present invention.

Fig. 6 is the vertical bridge of the double limb triangle hanging baskets of the present invention to structure diagram.

Fig. 7 is the direction across bridge structure diagram of the double limb triangle hanging baskets of the present invention.

Fig. 8 is auxiliary rod of the present invention and the connection status schematic diagram for secretly burying anchor structure.

Fig. 9 is the close-up schematic view at A in Fig. 7.

Figure 10 is the use state reference chart that bed die of the present invention adjusts structure.

Figure 11 is the structure diagram of internal model truss of the present invention.

Figure 12 is use state reference chart when pull pin-connected panel supporting rack of the present invention is pulled to minimum support width.

Figure 13 is use state reference chart when pull pin-connected panel supporting rack of the present invention is pulled to maximum support width.

Description of reference numerals:

1-cantilever girder segment；1-3-middle bracket；The top booms of 1-3-1-first；

The lower booms of 1-3-2-first；The web members of 1-3-3-first；1-4-side bracket；

The top booms of 1-4-1-second；The lower booms of 1-4-2-second；The web members of 1-4-3-second；

1-5-upper horizontal connector；1-6-upper Level tune hole；1-7-lower horizontal connector；

1-8-lower Level tune hole；1-9-vertical supporting bar；2-triangular truss；

2-2-rear side baffle；2-4-beam bottom mother plate；2-5-sand interstitital texture；

2-7-front-end template；2-9-spacing beam；

2-13-skewed horizontal load；2-14-triangle bracket；

2-15-cross beam support bar；3-transverse link；4-end template；

4-2-well cabinet frame；4-3-vertical supporting steel pipe；

4-4-adhesion type connection structure；4-5-pile foundation；4-6-horizontal cushion cap；

4-7-pier shaft；4-8-anchor pile；4-9-connecting cross beam；

4-10-pull rod；4-11-horizontal brace rod；4-12-formwork-support；

4-13-bottom end rail；4-14-horizontal girder；4-15-upper beam；

4-16-horizontal bearing beam；4-17-horizontal the lumps of wood；

6-outer side mold；7-side form supporting rack；

8-preceding upper beam；9-rear upper beam；10-internal model；

11-preceding bottom end rail；12-rear bottom end rail；Vertical sunpender before 13-bed die；

Vertical sunpender after 14-bed die；Vertical sunpender before 15-side form；

Vertical sunpender after 16-side form；17-internal model supporting rack；18-rear side has poured beam section；

Vertical sunpender before 19-internal model；Vertical sunpender after 20-internal model；

21-side form traveling skid beam；22-transverse support bar；23-middle upper beam；

24-rear vertical the sunpender in inner side；25-walking mechanism；26-long rails；

26-1-lower transverse beam；26-2-vertical rail；26-3-upper transverse beam；

27-built-in fitting；28-longitudinal support beam；29-internal model traveling skid beam；

30-connector；31-auxiliary rod；32-embedded bar；

33-horizontal backing plate；34-locking nut；35-pier top beam section；

36-Shui Zhongdun；37-bridge pier；38-end bay beam section；

39-end bay Cast-in-Situ Segment；40-end bay cantilever segment；41-end bay closure segment；

42-end bay forming panel.

Embodiment

A kind of rigid frame-continuous girder end bay construction technology as shown in Figure 1, the both ends for end bay beam section 38 of constructing support respectively In on Shui Zhongdun 36 and bridge pier 37, pier 36 is reinforced concrete knoll in the bridge pier 37 and water, refers to Fig. 5；With reference to Fig. 2, institute State end bay beam section 38 to be made of the connection of end bay Cast-in-Situ Segment 39, end bay closure segment 41 and end bay cantilever segment 40, the end bay closure segment 41 are connected between end bay Cast-in-Situ Segment 39 and end bay cantilever segment 40；One end of the end bay Cast-in-Situ Segment 39 be supported on bridge pier 37 and Its other end is connected with end bay closure segment 41, and the end bay cantilever segment 40 connects with the pier top beam section 35 being supported in water on pier 36 Connect；When opposite side bridge section 38 is constructed, process is as follows：

Step 1: pier top beam section is constructed：The bracket installed using 36 pier top of pier in water, constructs pier top beam section 35；

Step 2: end bay Cast-in-Situ Segment and end bay cantilever segment synchronous construction：End bay is showed using adhesion type high-altitude mount support Pour section 39 to construct, while constructed using double limb triangle hanging baskets to end bay cantilever segment 40；

The end bay cantilever segment 40 is spliced from multiple along vertical bridge to the cantilever girder segment 1 laid from back to front；Opposite side When cantilever segment 40 is constructed, using double limb triangle hanging baskets from back to front to multiple cantilever girder segments 1 respectively into Row construction；

As shown in Figure 6, Figure 7, double limb triangle hanging baskets include main couple above the cantilever girder segment 1 of constructing, The template system of molding construction is carried out positioned at the underface of the main couple and to cantilever girder segment 1 and hangs the template system The lifting system being hung on the main couple, is fastened by the lifting system between the main couple and the template system and connected It is connected in one；The cantilever girder segment 1 is concrete box girder；

The main couple is symmetrically laid in the top of cantilever girder segment 1 or so including preceding upper beam 8, rear upper beam 9 and two Truss group, be fastenedly connected by lateral connection frame 10 between two truss groups, the preceding upper beam 8,9 and of rear upper beam Lateral connection frame 10 is laid in horizontal layout and three along direction across bridge, two truss groups by preceding upper beam 8, it is rear on Crossbeam 9 and lateral connection frame 10 are fastenedly connected and are integrated；Each truss group includes two triangle purlins laid side by side Frame 2, the structure snd size all same of two triangular trusses 2 and the two be in vertically to laying, two triangles Truss 2 is along vertical bridge to laying and be fastenedly connected be integrated by multiple transverse links 3 therebetween；Four in the main couple A triangular truss 2 is laid on same plane, and the front end of four triangular trusses 2 is tight with preceding upper beam 8 It is solidly connected, the rear end of four triangular trusses 2 is fastenedly connected with rear upper beam 9；

When being constructed using adhesion type high-altitude mount support to end bay Cast-in-Situ Segment 39, process is as follows：

Step 2011, adhesion type high-altitude mount support are set up：Treat that adhesion type high-altitude mount support is set up in the inner side of bridge pier 37；

As shown in Figures 2 and 3, adhesion type high-altitude mount support is included positioned at the high-altitude stent of the inner side of bridge pier 37 and more A adhesion type connection structure from top to bottom laid, the high-altitude stent is laid along direction across bridge and it passes through multiple adhesion types Connection structure 4-4 is fixedly secured on bridge pier 37, and the adhesion type connection structure 4-4 is in horizontal layout；The bridge pier 37 includes Pile foundation 4-5, the horizontal cushion cap 4-6 being supported on pile foundation 4-5 and the pier shaft 4-7 being laid on horizontal cushion cap 4-6, it is described Pier shaft 4-7 is hollow pier；

The high-altitude stent is not less than the vertical supports of 50m for height, and the vertical supports are divided into multiple from the bottom to top Frame segment, is fastenedly connected between neighbouring two bracket subsections by flange and is integrated；

The vertical supports include passing through between two well the cabinet frame 4-2, two well cabinet frame 4-2 symmetrically laid in left and right Multiple horizontal connection structures from top to bottom laid are fastenedly connected；Each well cabinet frame 4-2 includes four along the circumferential direction Uniformly distributed vertical supporting steel pipe 4-3, four vertical supporting steel pipe 4-3 includes two inner side steel pipes and two outside steel Pipe, is both provided with an outside steel pipe on the outside of the every inner side steel pipe, between two inner side steel pipes, two institutes State between the steel pipe of outside and between the every inner side steel pipe and outside steel pipe on the outside of it by multiple tracks by up to The steel pipe connecting extension bar of lower laying, which is fastenedly connected, to be integrated；Four inner side steel pipes in the vertical supports are along direction across bridge by a left side It is laid in the right side on same vertical plane, four in the vertical supports piece outside steel pipe is laid in from left to right along direction across bridge On same vertical plane；The bottom of four inner side steel pipes is supported on horizontal cushion cap 4-6；

Four are provided with the inside of the horizontal cushion cap 4-6 respectively for the anchor pile 4-8 of outside steel pipe bottom support, institute It is in vertically to laying to state anchor pile 4-8；An anchor pile 4-8, institute are both provided with immediately below the every outside steel pipe It is reinforced concrete pile to state anchor pile 4-8；

As Figure 1-1, the adhesion type connection structure 4-4 includes one of connecting cross beam 4-9 and four horizontal brace rods 4-11, the connecting cross beam 4-9 in horizontal layout and its laid along direction across bridge, the connecting cross beam 4-9 passes through more pull rod 4- 10 are fixedly secured on the madial wall of pier shaft 4-7；The every inner side steel pipe is described together between connecting cross beam 4-9 Horizontal brace rod 4-11 is fastenedly connected；The more pull rod 4-10 are laid in from left to right in same level and it is each attached to On the madial wall of pier shaft 4-7, the pull rod 4-10 is in horizontal layout and it is along vertical bridge to laying；Every pull rod 4-10's is outer End is each attached on connecting cross beam 4-9, and the inner of the every pull rod 4-10 is stretched in the inner cavity of pier shaft 4-7, every institute Pull rod 4-10 is stated to be each attached on the madial wall of pier shaft 4-7；Multiple confession pull rod 4-10 are provided with the madial wall of the pier shaft 4-7 to wear The pull rod mounting hole crossed, is provided with multiple through holes passed through for pull rod 4-10 on the connecting cross beam 4-9 from left to right；

Step 2012, formwork erection：Mould is set up on the adhesion type high-altitude mount support described in step 2011 and bridge pier 37 Plate bracing frame, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment 18 is set up on the formwork-support；The mould Plate bracing frame is horizontal shore；

Step 2013, end bay Cast-in-Situ Segment pouring construction：Using forming panel described in step 2012 to end bay Cast-in-Situ Segment 18 Carry out pouring construction；

Step 3: end bay closes up：After the completion for the treatment of that end bay Cast-in-Situ Segment described in step 2 39 and end bay cantilever segment 40 are constructed, Construct to end bay closure segment 41, complete end bay beam section 38 and close up.

Wherein, the end bay beam section 38 is more than the high-altitude large volume end bay beam of 50m and more than deck-molding 10m for bearing height Section.Forming panel described in step 2012 is end bay forming panel 42.

More than the deck-molding 10m of the cantilever girder segment 1, length are more than 4m and its weight is more than 2000kN.

In the present embodiment, pull rod 4-10 described in step 2011 is finish rolling deformed bar.

The outer end of the every pull rod 4-10 is set with outer locking nut 11, and the connecting cross beam 4-9 is installed on pier shaft Between 4-7 and outer locking nut 11；The inner of the every pull rod 4-10 is set with internal locking nut 11, the internal locking spiral shell Mother 11 is in the inner cavity of pier shaft 4-7.

The pier shaft 4-7 is round-ended high hollow pier, and the quantity of the pull rod 4-10 is the six roots of sensation, pull rod 4-10 described in the six roots of sensation Structure snd size all same；

Pull rod 4-10 described in the six roots of sensation is divided to be laid in respectively for the two pull rod groups symmetrically laid in left and right, two pull rod groups At left and right sides of the madial wall of pier shaft 4-7, each pull rod group includes three pull rod 4-10.

To ensure support strength and stability, inner side steel pipe described in step 2011 and the outside steel pipe on the outside of it Between level interval be 2m~3m, the clear distance between the inner side steel pipe and pier shaft 4-7 is not more than 4m.

The outside diameter of the vertical supporting steel pipe 4-3 is φ 0.5m~φ 0.6m.

Also, the vertical spacing between neighbouring two adhesion type connection structure 4-4 is 10m~15m.

, can according to specific needs, between the outside steel pipe to the inner side steel pipe and on the outside of it during practice of construction The outside diameter of clear distance, the vertical supporting steel pipe 4-3 between level interval, the inner side steel pipe and pier shaft 4-7 and up and down phase Vertical spacing between two adhesion type connection structure 4-4 of neighbour adjusts accordingly respectively.

For easy construction, pull rod mounting hole described in step 2011 is drawing-die muscle hole, and the drawing-die muscle hole is for pier shaft 4-7 molding constructions carry out the through hole that the template lacing wire of drawknot passes through with pier shaft forming panel, and the pier shaft forming panel includes pier Body external mold and the pier shaft internal model being laid on the inside of the pier shaft external mold, the template lacing wire is is connected to the pier shaft external mold and institute State the horizontal steel tie between pier shaft internal model.

In the present embodiment, formwork-support 4-12, the shuttering supporting are laid with described in step 2011 in vertical supports Frame 4-12 is horizontal shore；

As shown in figure 4, the horizontal shore include twice be laid in bottom end rail 4-13 in same level, multiple tracks by Horizontal girder 4-14 and multiple tracks that left-to-right is laid in same level are laid in the upper horizontal stroke in same level from front to back Beam 4-15, four inner side steel pipe tops are provided with the bottom end rail 4-13 together, and four outside steel pipe tops are set There are one of bottom end rail 4-13, horizontal girder 4-14 described in per pass to be laid in described in twice on bottom end rail 4-13, per pass institute Upper beam 4-15 is stated to be laid in described in multiple tracks on horizontal girder 4-14；The bottom end rail 4-13 and upper beam 4-15 are along cross-bridges To laying, the horizontal girder 4-14 is along vertical bridge to laying；The inner of horizontal girder 4-14 described in per pass is supported in pier shaft 4-7 On.

It is equipped with a horizontal lumps of wood 4-17, the more horizontal lumps of wood described in multiple tracks on upper beam 4-15 from left to right 4-17 is laid in same level, and the horizontal lumps of wood 4-17 is along vertical bridge to laying.

Wherein, the formwork-support 4-12 be to the template system of the end bay beam section 18 for rigid frame-continuous girder of constructing into The supporting rack of row support.

In the present embodiment, together with the bottom end rail 4-13 is both provided with the inner side steel pipe between the outside steel pipe Horizontal bearing beam 4-16, the horizontal bearing beam 4-16 are along vertical bridge to laying.The horizontal bearing beam 4-16 is falling prevention frame bearing beam.

The lower part segment of anchor pile 4-8 described in step 2011 is the anchoring section being anchored on riverbed, the anchoring section Length is not less than 1m, and the stake footpath of the anchor pile 4-8 is φ 0.8m~φ 1.2m.

During practice of construction, the stake footpath of 1m and anchor pile 4-8 can be not less than to the length of the anchoring section according to specific needs Adjust accordingly respectively.

The well cabinet frame 4-2 is connected using ring flange high-strength bolt, and easy for construction, construction quality is easy to control, and is reduced The overhead welding workload of well cabinet frame 4-2, accelerates construction speed, securely and reliably.

In the present embodiment, pier 36 is reinforced concrete knoll in the bridge pier 37 and water；

The end bay beam section 38 is the end bay of rigid frame-continuous girder, and the end bay beam section 38 is concrete box girder.The end bay Cast-in-Situ Segment 39, end bay closure segment 41 and end bay cantilever segment 40 are a segment of end bay beam section 38.It is described firm in the present embodiment The wide 12m of top surface of structure continuous beam, the wide 9.2m of bottom plate, flange plate width 1.4m, the rigid frame-continuous girder for concrete box girder and its For the straight web plate section of single box single chamber.The deck-molding 16.5m of pier top beam section in the rigid frame-continuous girder, span centre and end bay end deck-molding 7.5m, web thickness are 1.74m~0.55m, 2.09~0.52m of base plate thickness, top plate thickness 0.62m.

In the present embodiment, the height of the bridge pier 37 is 61m, and the length of the end bay beam section 38 is 118m, and end bay is cast-in-place The deck-molding 7.5m, the wide 12m of back, the wide 9.2m of bottom plate of section 39, top plate thickness 0.62m, base plate thickness 0.52m~1.1m, web thickness 0.55~1.65m, concrete square amount 315m³.The 39 long 9.85m of end bay Cast-in-Situ Segment and its cantilever go out the pier shaft pallet of bridge pier 37 7.0m (cantilever moiety by weight about 3700kN) outside top cap scope, thus the construction of end bay Cast-in-Situ Segment 39 belongs to superaltitude large volume length End bay cast-in-place section construction.According to usual arrangement and method for construction, i.e., in the pre-buried bracket in pier shaft top and the scheme for adding counterweight, then bracket is oblique Support point is located at pier shaft hollow section, there is considerable influence safely to pier shaft, and large volume, large-tonnage counterweight security risk are larger in addition.And Adhesion type high-altitude of the present invention mount support is floor stand, and superaltitude rack bearing power and stability can be had Effect ensures.Also, the adhesion type high-altitude mount support stability is high, makes full use of the drawing-die reinforced hole (cloth of round-ended high hollow pier Put 1.0 × 1.0m of size), and using finish rolling deformed bar (i.e. pull rod 4-10) to drawing fixed attachment rod piece (i.e. connecting cross beam 4-9) and power transmission cross bar (i.e. horizontal brace rod 4-11), formation high-altitude steel buttress attachment support, and easy for construction, pier shaft is without pre-buried steel Plate " scar ", ensure that external quality of pier quality, securely and reliably.

In the present embodiment, the level interval between the inner side steel pipe and outside steel pipe on the outside of it is 2.5m, institute The outside diameter for stating vertical supporting steel pipe 4-3 be φ 0.53m and its be helix tube.In the well cabinet frame 4-2 adjacent two it is described vertical Steel pipe forms " well " per 6m using the welding stull of I16b I-steel and diagonal brace (i.e. described steel pipe connecting extension bar) between supporting steel pipe 4-3 Word steel branch pier structure.Vertical spacing between neighbouring two adhesion type connection structure 4-4 is 13m, two wells Lateral connection is carried out using I 16b I-steel (i.e. described horizontal connection structure) every 12m between cabinet frame 4-2, it is ensured that steel pipe The stability of buttress.

In the present embodiment, the anchor pile 4-8 is φ 1.0m caissons, and the anchor pile 4-8 is many into basement rock is stablized In 1.0m, the stake top of the anchor pile 4-8 sets pre-embedded steel slab and the outside steel-pipe welding；The inner side steel pipe support is in bridge On the cushion cap of pier 37, the cushion cap sets pre-embedded steel slab to weld and the inner side steel-pipe welding.Installation is complete by the well cabinet frame 4-2 Afterwards, the pre-buried anchor bar of the steel reinforcement cage exposed steel bar of anchor pile 4-8 and the cushion cap is welded with vertical supporting steel pipe 4-3 Firmly, then pour to form rock-steady structure with C30 concrete parcel.

In the present embodiment, the end bay forming panel 42 is supported on the more horizontal lumps of wood 4-17.The horizontal pad Beam 4-16 is gad block.

When constructing to the horizontal shore, first set frame gad block (specific at the top of vertical supporting steel pipe 4-3 Formed using 5 I20b I-steel group welderings), then direction across bridge load bearing cross beam (i.e. bottom end rail 4- is set on the gad block 13)；Then, 23 I 36b I-shaped steel longitudinal beams (i.e. horizontal girder 4-14) are installed, wherein web position sets 2 × 5, interior bottom Board position 7, sets 2 × 3 under flange plate；Horizontal girder 4-14 one end is supported on load bearing cross beam and its other end is supported on On the pier cap of bridge pier.

The end bay forming panel 42 includes end bay end template, end bay external mold and end bay internal model；The end bay end template is Bamboo slab rubber and its be installed on more horizontal lumps of wood 4-17, at box beam endplate in the pier shaft pallet top cap of bridge pier 37 Side, endplate bed die are laid with bamboo slab rubber formation end bay bed die after using the built-in sand of steel form.

The end bay external mold uses punching block, and external mold truss piece spacing is 2.0m, and truss piece is supported on bed die longeron；Termination Template uses steel form.The end bay internal model includes interior side form and interior backform, and interior side form uses combined steel, and interior backform is used and taken If the mode that bowl buckle stent, the lumps of wood are combined with bamboo slab rubber.Interior external mold sets drawing-die reinforcing bar, drawing-die muscle spacing for 80cm × 100cm。

In the present embodiment, when constructing in step 3 to end bay closure segment 41, constructed using closure segment hanger.Cause And constructed using conventional closure segment hanger method to end bay closure segment 41.

As shown in Figure 6, Figure 7, template system described in step 2 includes the internal model 10 positioned at the inner side of cantilever girder segment 1, position End template 4 in 1 bottom of cantilever girder segment, positioned at the lower section of end template 4 and the bottom supporting rack and two being supported to end template 4 A outer side mold 6 for being respectively symmetrically laid in the left and right sides of cantilever girder segment 1, the outside of each outer side mold 6 are both provided with side Mould supporting rack 7；The bottom supporting rack is included positioned at the preceding bottom end rail 11 of the front side of end template 4 lower section and positioned at the rear side of end template 4 The rear bottom end rail 12 of lower section, the preceding bottom end rail 11 and rear bottom end rail 12 in horizontal layout and the two laid along direction across bridge, The preceding bottom end rail 11 is located at the underface of preceding upper beam 8；The inner side of internal model 10 is provided with internal model supporting rack 17；

The lifting system includes carrying out the bottom supporting rack bed die lifting structure of lifting, two symmetrical cloth And if to side form supporting rack 7 carry out lifting side form lifting structure and to internal model 10 carry out lifting internal model lifting structure, two The side form supporting rack 7 is laid in the left and right sides of cantilever girder segment 1 respectively；The bed die lifting structure is included on before being connected to The preceding vertical sunpender 13 of bed die and the bottom being connected between the main couple and rear bottom end rail 12 between crossbeam 8 and preceding bottom end rail 11 Vertical sunpender 14 after mould, each side form lifting structure are included before being connected between upper beam 8 and side form supporting rack 7 Vertical sunpender 16 after the preceding vertical sunpender 15 of side form and the side form being connected between rear upper beam 9 and side form supporting rack 7, the internal model Lifting structure is including vertical sunpender 19 before the internal model before being connected between upper beam 8 and internal model supporting rack 17 and is connected to rear side Vertical sunpender 20 after the internal model between beam section 18 and internal model supporting rack 17 is poured, it is positioned at cantilever beam section that the rear side, which has poured beam section 18, The rear side of section 1 and it is adjacent with cantilever girder segment 1 poured beam section, it is concrete box girder that the rear side, which has poured beam section 18,.

In the present embodiment, preceding upper beam 8, rear upper beam 9, preceding bottom end rail 11 and the rear bottom end rail 12 are shaped steel, institute It is by the assembled vertical supporting truss of plurality of rods part to state side form supporting rack 7.

As shown in fig. 7, two outsides of outer side mold 6 are both provided with the side form traveling skid beam 21 together in step 2, Side form traveling skid beam 21 is passed through from the top of a side form supporting rack 7 described in per pass, and each side form supporting rack 7 is equal It is supported in together in the side form traveling skid beam 21；The 21 symmetrical laying of side form traveling skid beam, the side form described in twice Traveling skid beam 21 is in horizontal layout and it is along vertical bridge to laying；

Vertical sunpender 15 is the vertical sunpender between upper beam 8 and side form traveling skid beam 21 before being connected to before the side form, Vertical sunpender 16 is the vertical sunpender being connected between rear upper beam 9 and side form traveling skid beam 21 after the side form.

In the present embodiment, the internal model supporting rack 17 includes multiple internal model truss being supported in from front to back in internal model 10, It is fastenedly connected and is integrated by longitudinal connecting member between multiple internal model truss；Each internal model truss is included in vertical The intrinsic laterally branch of the truss is from top to bottom laid in the truss body and multiple tracks laid and be supported to internal model 10 Strut 22, the truss body are laid on same vertical plane with transverse support bar 22 described in multiple tracks；

The internal model 10 includes cope plate and two inner side templates for being symmetrically laid in lower section at left and right sides of the cope plate； The truss body is symmetrically connected to the horizontal support including the horizontal shore being supported in below the cope plate and two The vertical supports being supported below at left and right sides of frame and to the inner side template, two vertical supports pass through described in multiple tracks Transverse support bar 22 is connected as one；

One of internal model traveling skid beam 29 is symmetrically arranged with the internal model supporting rack 17, the internal model traveling skid beam 29 is in water Plain cloth is set and it is along vertical bridge to laying, and the internal model supporting rack 17 is supported in described in twice in internal model traveling skid beam 29, twice institute Internal model traveling skid beam 29 is stated symmetrically to be laid in below the left and right sides of the horizontal shore；Vertical sunpender 19 is before the internal model Preceding upper beam 8 and the vertical sunpender of 29 front end of internal model traveling skid beam are connected to, vertical sunpender 20 is after being connected to after the internal model The vertical sunpender between 29 rear end of top plate and internal model traveling skid beam of beam section 18 is poured in side.

In the present embodiment, the truss body is laid in internal model 10, the truss body and two inner side templates It is in vertically to laying.

The longitudinal connecting member is the longitudinally connected bar along vertical bridge to laying, and the quantity of the longitudinally connected bar is multiple. In the present embodiment, the longitudinally connected bar is angle steel.

In the present embodiment, the transverse support bar 2 and the truss body are laid along direction across bridge, the transverse support bar 2 be in horizontal layout.

In the present embodiment, the quantity of vertical sunpender 19 is two before the internal model and the two lays in symmetrical；The internal model The quantity of vertical sunpender 20 is two groups afterwards, and vertical sunpender 20 is laid in symmetrical after internal model described in two groups, is erected after internal model described in two groups Vertical sunpender 20 after including one or two described internal model to sunpender 20.

In the present embodiment, the quantity of vertical sunpender 13 is six before the bed die, vertical sunpender 13 before six bed dies It is laid in from left to right on same vertical plane；

Before vertical sunpender 13 is symmetrically laid in the front of cantilever girder segment 1 left and right sides including two before six bed dies Inner side sunpender and two groups of preceding outside sunpenders for being symmetrically laid in the left and right sides of cantilever girder segment 1, preceding outside sunpender is equal described in every group Including the preceding outside sunpender two positioned at the outside of outer side mold 6.

In the present embodiment, the quantity of vertical sunpender 15 is twice before the side form.

In the present embodiment, the triangular truss 2 includes longeron, the column that bottom is installed on the longeron and is located at The preceding brace and rear brace of the column front and rear sides, the longeron, the column, the preceding brace and described retread Pull rod is respectively positioned on same vertical plane；The preceding brace and it is described after brace upper end and the column at the top of between with Articulated manner connect, the column bottom, the preceding brace bottom and it is described after between brace bottom and the longeron Connect in hinged way；

The preceding upper beam 8 and rear upper beam 9 are installed on the longeron.

In the present embodiment, the main couple is the major bearing structures of Hanging Basket, rod piece used by the triangular truss 2 It is the square-section rod piece of common hot-rolled steel channel composition, is connected in the triangular truss 2 between rod piece using steel pin.

In the present embodiment, the main couple further includes middle upper beam 23, and the middle part of four triangular trusses 2 passes through Middle upper beam 23 is fastenedly connected；The middle upper beam 23 is located at the surface of rear bottom end rail 12, vertical sunpender 14 after the bed die It is connected between upper beam 23 and rear bottom end rail 12.

The quantity of vertical sunpender 14 is two after the bed die, 14 symmetrical cloth of vertical sunpender after two bed dies If vertical sunpender 14 is located at the outside of outer side mold 6 after the bed die.

In the present embodiment, the bed die lifting structure further includes multiple lay from left to right again in rear on same vertical plane The vertical sunpender 24 in side, the rear vertical sunpender 24 in inner side are laid on same vertical plane with vertical sunpender 14 after bed die；After described The vertical sunpender 24 in inner side is connected between rear bottom end rail 12 and rear side poured 18 bottom plate of beam section, it is described after the vertical sunpender 24 in inner side Top is located at rear side and has poured in the inner cavity of beam section 18.

In actual use, can according to specific needs, to vertical sunpender 14, side form after vertical sunpender 13, bed die before bed die The quantity of vertical sunpender 20 and laying after vertical sunpender 19 and internal model before vertical sunpender 16, internal model after preceding vertical sunpender 15, side form Position adjusts accordingly respectively.

Meanwhile double limb triangle hanging baskets further include walking system described in step 2；

The walking system includes two walking mechanisms 25 for being symmetrically mounted on lower section at left and right sides of the main couple, each The walking mechanism 25 is respectively positioned on the underface of a truss group；The rear side has poured and has been equipped with a left side on the top plate of beam section 18 The long rails 26 that right twice are walked for walking mechanism 25 respectively, the long rails 26 are along vertical bridge to laying.

In the present embodiment, as shown in figure 9, the long rails 26 are laid in rear side from front to back including multiple tracks has poured beam section Lower transverse beam 26-1 on 18 top plates, twice be laid in described in multiple tracks at left and right sides of lower transverse beam 26-1 the vertical rail 26-2 of top and Multiple tracks is laid in the upper transverse beam 26-3 indulged described in twice on rail 26-2, the lower transverse beam 26-1 and upper transverse beam from front to back 26-3 is laid along direction across bridge, and the vertical rail 26-2 is along vertical bridge to laying；

Upper transverse beam 26-3 described in lower transverse beam 26-1 described in multiple tracks and multiple tracks, which passes through, to be indulged rail 26-2 fastenings and connects described in twice It is connected in one；Upper transverse beam 26-3 described in per pass by one or more lower parts be embedded in rear side poured it is pre- in beam section 18 Embedded part 27 is fixed on rear side and has poured the top of beam section 18；The built-in fitting includes pre-buried spiral and is installed on the pre-buried screw thread Stop nut on reinforcing bar, the stop nut are located above upper transverse beam 26-3, and the pre-buried spiral is in vertically to cloth If；

The walking mechanism 25 includes being installed on the preceding bearing of the preceding lower section of upper beam 8 and is installed on the rear lower section of upper beam 9 Rear support, the preceding bearing and the rear support are the mobile support saddle that can be moved back and forth along rail 26-2 is indulged described in twice.

In the present embodiment, the bottom supporting rack further includes multiple longitudinal direction branch for being supported in the lower section of end template 4 from left to right Beam 28 is supportted, multiple longitudinal support beams 28 are laid on same plane and it is along vertical bridge to laying, the preceding bottom end rail 11 The lower section of longitudinal support beam 28, each longitudinal support beam 28 lower horizontal stroke with preceding bottom end rail 11 and afterwards are respectively positioned on rear bottom end rail 12 Beam 12 is fastenedly connected.

Also, bottom end rail 12 is located at the underface of the column after described.

During practice of construction, the position of rear bottom end rail 12 can be adjusted accordingly according to specific needs.

As shown in the above, the long rails 26 use overall track, and the rear support is symmetrical using left and right two The inverse buckling wheel of laying, each inverse buckling wheel are installed on a vertical rail 26-2, thus can the walking of effective guarantee heavy type Hanging Basket When stability.Meanwhile effective anchoring of Hanging Basket is realized by long rails 26 and the built-in fitting, further improve the steady of the gaily decorated basket It is qualitative, and ensure construction safety.

In the present embodiment, the cross section of the vertical rail 26-2 is I-shaped.

Beam section 18 has been poured since long rails 26 are anchored in rear side by the built-in fitting, the pre-buried spiral shell in the built-in fitting Line reinforcing bar is vertical prestressing bar, and butter is applied between the preceding bearing and long rails 26 and plays lubricating action, the rear support is used Inverse buckling wheel is rolled along 26 lower edge of long rails, can be moved forward under the thrust of 2 centre-hole jacks.

In the present embodiment, cantilever beam of constructing is spliced from back to front by multiple cantilever girder segments 1, cantilever beam of constructing For a beam section of rigid frame-continuous girder.The wide 12m of top surface of the rigid frame-continuous girder, the wide 9.2m of bottom plate, flange plate width 1.4m, institute State rigid frame-continuous girder be concrete box girder and its be the straight web plate section of single box single chamber.The beam of pier top beam section in the rigid frame-continuous girder High 16.5m, span centre and end bay end deck-molding 7.5m, web thickness are 1.74m~0.55m, 2.09~0.52m of base plate thickness, are pushed up Plate thickness 0.62m.The length of the cantilever girder segment 1 is 2.5m~5m.Constructed cantilever beam is connected with the pier top beam section, institute Pier top beam section weight 4380kN is stated, average deck-molding 15.696m；The weight of each cantilever girder segment 1 is more than 2300kN.It is described firm Flange plate root thickness 0.87m, the end thickness 0.27m of structure continuous beam.Outermost vertical prestressed reinforcement centre-to-centre spacing 8.96m. The rigid frame-continuous girder sets three dimension prestressing, and longitudinal maximum prestress beam is that 27 diameter 15.2mm, strength grades are The steel strand wires of 1860MPa.Web vertical uses double 32 fining twisted steels of Φ, and top plate uses 5 flat anchors of 15.2 steel strand wires.

Since deck-molding is higher, to reduce Hanging Basket length of boom, structural focus is reduced, the cantilever beam section uses triangle hanging basket Cantilever construction, since main couple is using double truss (i.e. truss group), while construction demand is met, is subsequently encountered similar engineering Truss group can be divided into two and meet general bridge cradle construction requirement, it is cost-effective.

Hanging Basket stress is mainly delivered to rear side and poured in beam section 18 and preceding upper beam 8 by the lifting system.This implementation In example, vertical sunpender 16 after vertical sunpender 15, side form before vertical sunpender 14, side form after vertical sunpender 13, bed die before the bed die, Vertical sunpender 20 is finish rolling deformed bar after vertical sunpender 19 and internal model before internal model, and finish rolling deformed bar connection uses converter Connection, avoids the problem that easily loosening using connector connection.Compared with general steel plate suspender belt, sunpender is done using finish rolling deformed bar Easy to operate, speed of application is fast.In actual use, sunpender connection lower and upper cross-member undertakes primary load, and uses chain block control Hanging Basket processed load-bearing on the move and elevation coarse adjustment.

As shown in figure 8, double limb triangle hanging baskets described in step 2, which further include the symmetrical rear side that is laid in left and right two, has poured beam Anchor structure is secretly buried in section 18, each described secretly bury is respectively connected with an auxiliary rod 31 below anchor structure；

The connector 30 for secretly burying anchor structure and including embedded bar 32 and being connected with 32 bottom of embedded bar, it is described pre- Bury reinforcing bar 32 and connector 30 is embedded in rear side and has poured in beam section 18；The embedded bar 32 and connector 30 are in vertical To laying and the two is respectively positioned on the surface of rear bottom end rail 12, beam has been poured in 30 bottom of connector with rear side at its present position The bottom surface flush of section 18；The auxiliary rod 31 is in be fastened vertically to laying, 31 upper end of auxiliary rod with connector 30 Connection, 31 lower end of auxiliary rod is connected with rear bottom end rail 12；The embedded bar 32, connector 30 and positioned at connector 30 The auxiliary rod 31 of underface is laid on same vertical curve, and the auxiliary rod 31 is reinforcing bar, and the connector 30 is company Connect the reinforcing bar connector of embedded bar 32 and auxiliary rod 31.

Due to cantilever girder segment 1 beam body compared with high, web compared with it is thick, width is big, volume is big and weight weight, side has been in the rear Pour it is pre-buried in the bottom plate of beam section 18 be used to installing the connector 30 of auxiliary rod 31, the connector 30 in vertically to lay and its Positioned at the surface of rear bottom end rail 12, the bottom surface that 30 bottom of connector has poured beam section 18 with rear side at its present position is equal Together.The auxiliary rod 31 is in be fastenedly connected vertically to laying, 31 upper end of auxiliary rod with connector 30, the auxiliary hanging 31 lower end of bar is connected with rear bottom end rail 12.The quantity of the auxiliary rod 31 is two, two 31 symmetrical cloth of auxiliary rod It is located at rear side to have poured at left and right sides of the bottom plate of beam section 18, two auxiliary rods 31 are respectively positioned on the left and right that rear side has poured beam section 18 Between two coxostermums.In this way, realize that cradle bottom effectively anchors by auxiliary rod 31, and after solving, bottom end rail 12 is local holds Carry power overrun issues, it is ensured that construction safety.Before Hanging Basket is moved, it will only need to auxiliary rod 12 and back-out out of connector 30, Ran Houzheng Often carry out hanging basket advancing.It is above-mentioned easy to operate with the anchoring process that auxiliary rod 31 is combined based on connector 30, safety Reliably, and in rear side the beam bottom for having poured beam section 18 will not leave behind " scar ".

To meet that anchoring is firm, the rear side has poured and embedded bar 32 is embedded with beam section 18, the embedded bar 32 Bottom is connected with connector 30, and the length of the embedded bar 32 is not less than 1.2m, and the embedded bar 32 is in vertically to laying And it is located at the surface of auxiliary rod 31,31 upper end of auxiliary rod is connected with connector 30.

During practice of construction, the embedded bar 32 forms with connector 30 and secretly buries anchor structure.

In the present embodiment, 32 top of embedded bar is equipped with horizontal backing plate 33 and locking nut 34, the locking nut 34 are provided with the through hole passed through for embedded bar 32 positioned at the horizontal top of backing plate 33, the horizontal middle part of backing plate 33.The horizontal pad Plate 33 and locking nut 34 are poured have been poured in beam section 18 in rear side.

In the present embodiment, the connector 30 is finish rolling deformed bar connector.The auxiliary rod 31 and embedded bar 32 be finish rolling deformed bar.

In the present embodiment, it is the pier top beam section being in water on pier, i.e. 0# beam sections that the rear side, which has poured beam section 18,.

In the present embodiment, the template system further includes the front-end template positioned at the front side of cantilever girder segment 1, the front end mould Plate is supported on end template 4 and it is between two outer side molds 6.The front-end template, internal model 10, end template 4 and outer Side form 6 uses truss piece and steel form.

The outer skeleton and truss of the outer side mold 6 are formed by the weldering of channel steel group, and panel uses 6mm cold-rolled steel sheets.It is described outer Side form 6 is supported in side form traveling skid beam 21, and the front end of side form traveling skid beam 21 is hung by vertical sunpender 15 and skid beam before side form Before frame is suspended on upper beam 8, the rear end of side form traveling skid beam 21 is suspended in middle upper beam 23 by vertical sunpender 16 after side form On, wherein the middle cross beam is on perpendicular with the column, and wherein the middle cross beam is laid along direction across bridge and it is connected to four institutes State on the longeron of triangular truss 2.Rear hanger is equipped between vertical sunpender 16 and side form traveling skid beam 21 after the side form, after There is rolling bearing on hanger, when Hanging Basket is walked, side form traveling skid beam 21 slides together with outer side mold 6 along rear hanger.

When Hanging Basket is walked, before preceding bottom end rail 11 is hung on upper beam 8, rear bottom end rail 12 is hung in side form traveling skid beam 21, Synchronously move forward with the main couple.

The internal model supporting rack 17 is supported in internal model traveling skid beam 29, and 29 front end of internal model traveling skid beam before internal model by erecting Before being suspended in sunpender 19 on upper beam 8,29 rear end of internal model traveling skid beam has been suspended on rear side by vertical sunpender 20 after internal model On the top plate for pouring beam section 18.Rear hanger is equipped between vertical sunpender 20 and internal model traveling skid beam 29 after the internal model, there is rolling thereon Dynamic bearing, when Hanging Basket is walked, internal model 10 slides together with internal model traveling skid beam 29 along the rear hanger.

As shown in Figure 11, Figure 12 and Figure 13, the transverse support bar 22 and the truss body are laid along direction across bridge, institute It is in horizontal layout to state transverse support bar 22.

The horizontal shore is pull pin-connected panel supporting rack, and the pull pin-connected panel supporting rack includes middle bracket 1-3 Symmetrically the left and right sides of middle bracket 1-3 is laid in two and can carry out the side bracket 1-4 of horizontal pulling, the middle part branch Frame 1-3 and two side bracket 1-4 is in vertically to laying；Two side bracket 1-4 are laid in same vertical plane On, the middle bracket 1-3 is located at front side or the rear side of side bracket 1-4；The middle bracket 1-3 and two sidepieces Stent 1-4 is in the plane girder of laying, the middle bracket 1-3 includes the first top boom 1-3-1, positioned at first vertically The first lower boom 1-3-2 and Duo Gen immediately below top boom 1-3-1 is connected to the first top boom 1-3-1 and the first lower boom 1-3- The first web member 1-3-3 between 2, each side bracket 1-4 include the second top boom 1-4-1, positioned at the second top boom 1- The second lower boom 1-4-2 and Duo Gen immediately below 4-1 is connected between the second top boom 1-4-1 and the second lower boom 1-4-2 Second web member 1-4-3；The first top boom 1-3-1 and the second top boom 1-4-1 is that the cope plate is supported Cope plate supporting rod, the first lower boom 1-3-2 and the second lower boom 1-4-2 are in the straight-bar of horizontal layout and the two cloth In same level；

The inner of the second top boom 1-4-1 is provided with multiple upper horizontal connector 1-5 from left to right, it is multiple it is described on Horizontal connector 1-5 is laid in same level, multiple upper horizontal connector 1-5 in it is parallel laying and its with The second perpendicular layings of top boom 1-4-1；The upper horizontal company of multiple confessions respectively is provided with the first top boom 1-3-1 from left to right The upper Level tune hole 1-6 of fitting 1-5 installations；

The inner of the second lower boom 1-4-2 is provided with multiple lower horizontal connector 1-7 from left to right, it is multiple it is described under Horizontal connector 1-7 is laid in same level, multiple lower horizontal connector 1-7 in it is parallel laying and its with The second perpendicular layings of lower boom 1-4-2；The lower horizontal company of multiple confessions respectively is provided with the first lower boom 1-3-2 from left to right Fitting 1-7 peaces hold Level tune hole 1-8；

The upper Level tune hole 1-6 and lower Level tune hole 1-8 is elongate holes.

In the present embodiment, the first top boom 1-3-1 of all middle bracket 1-3 is by described vertical in the truss body It is fastenedly connected and is integrated to connector, the second top boom 1- of all side bracket 1-4 in left side is located in the truss body 4-1 is fastenedly connected by the longitudinal connecting member and is integrated, and all side bracket 1-4 on right side are located in the truss body The second top boom 1-4-1 be fastenedly connected and be integrated by the longitudinal connecting member.

In the present embodiment, the upper horizontal connector 1-5 and lower horizontal connector 1-7 are connection bolt.

In actual use, the upper horizontal connector 1-5 and lower horizontal connector 1-7 can also use other types of company Fitting.

In the present embodiment, the vertical supports are vertical supporting bar 1-9, on the vertical supporting bar 1-9 upper ends and second Chord member 1-4-1 is connected in hinged way between outer end.

In actual use, the first top boom 1-3-1, the first lower boom 1-3-2, the first web member 1-3-3, second are winded up Bar 1-4-1, the second lower boom 1-4-2 and the second web member 1-4-3 are shaped steel rod piece.

As shown in figure 11, the transverse support bar 22 is adjustable rod.

In the present embodiment, the adjustable rod includes horizontal screw thread sleeve and two difference coaxial packages in the water Horizontal screw thread bar at left and right sides of flat thread sleeve, the outer end of each horizontal screw thread bar are fixedly mounted on the vertical branch On frame.

In the present embodiment, threadably it is attached between the horizontal screw thread bar and the vertical supports.

In actual use, can synchronously be taken out according to actual support demand, side bracket 1-4 described to two Draw, pull in place after, using upper horizontal connector 1-5 and lower horizontal connector 1-7 by two side bracket 1-4 with Middle bracket 1-3 connections, complete the coarse tuning process of the present invention；Afterwards, the present invention is supported in internal model 10.

Since upper Level tune hole 1-6 and lower Level tune hole 1-8 are elongate holes, the present invention is supported in internal model 10 After interior, Level tune hole 1-6 and lower Level tune hole 1-8 is in the horizontal direction to two side bracket 1-4 in recycling It is finely adjusted, the firm support purpose so as to fulfill the present invention to internal model 10.

As shown in Figure 10, double limb triangle hanging baskets described in step 2 further include bed die adjustment structure；The bed die adjustment knot Structure include be laid in 4 back side top of end template rear side baffle 2-2, above end template 4 and to 1 bottom of cantilever girder segment into The beam bottom mother plate 2-4, the rear side baffle 2-2 of row molding construction are in vertically to laying；The beam bottom mother plate 2-4 and end template 4 Between for sand interstitital texture 2-5, the rear side baffle 2-2 and front-end template 2-7 in it is parallel lay and the two along direction across bridge Lay, the rear side baffle 2-2 and front-end template 2-7 are installed in two symmetrical side forms for being laid in the left and right sides of end template 4 Between plate 6；

The rear side baffle 2-2 is located at rear side and has poured below the front side of beam section 18, the top support top of the rear side baffle 2-2 On the bottom surface that rear side has poured beam section 18, it is beams of concrete that the cantilever girder segment 1 and rear side, which have poured beam section 18,；The rear side Baffle 2-2 is located at beam bottom mother plate 2-4 rears, and the end template 4, rear side baffle 2-2, rear side have poured the bottom surface of beam section 18, laid In on end template 4 and in vertically surrounding sand interstitital texture 2-5's to the front-end template 2-7 of laying and two side templates 6 Filled cavity, the front-end template 2-7 points for the bottom template segment on front side of sand interstitital texture 2-5 and to cantilever girder segment 1 Front end face carry out molding construction upper mould section；The beam bottom mother plate 2-4 is supported on sand interstitital texture 2-5, described The rear end branch of beam bottom mother plate 2-4 withstands on the bottom surface front end that rear side has poured beam section 18, and the front end branch of beam bottom mother plate 2-4 withstands on front end mould On plate 2-7, the beam bottom mother plate 2-4 is installed between two side templates 6.

Wherein, the sand used in the sand interstitital texture 2-5 is the working sand of conventional project, i.e., tiny stone Grain.

In the present embodiment, the beam bottom mother plate 2-4 is bamboo slab rubber.

In actual use, the beam bottom mother plate 2-4 can also use other types of template, such as plank.

In the present embodiment, the rear side baffle 2-2 is steel plate.

To be fixed, it is provided with the end template 4 and spacing spacing beam 2-9, the limit is carried out to rear side baffle 2-2 Position beam 2-9 in horizontal layout and its laid along direction across bridge, the spacing beam 2-9 is located at the bottom rear of rear side baffle 2-2.

In the present embodiment, the skewed horizontal load 2-13 being supported to front-end template 2-7, institute are provided with the end template 4 State skewed horizontal load 2-13 to be located on front side of front-end template 2-7, the bottom of the skewed horizontal load 2-13 is supported on end template 4, described The upper end branch of skewed horizontal load 2-13 is withstood on front-end template 2-7.

During practice of construction, end template 4 need to only be declined, and two side templates 6 are corresponded into lengthening, then lay rear side baffle 2- 2 and front-end template 2-7 forms filled cavity, and fills sand in the filled cavity and form sand interstitital texture 2-5, then in sand Beam bottom mother plate 2-4 is laid with sub- interstitital texture 2-5.Filled out in this way, just can be formed by end template 4, rear side baffle 2-2, sand The double-deck bed die of structure 2-5 and beam bottom mother plate 2-4 compositions is filled, can efficiently solve the problems, such as that Hanging Basket bed die overlaps.

It is described meanwhile bed die adjustment structure further includes the cross beam support bar 2-15 being supported to rear bottom end rail 12 Cross beam support bar 2-15 is withstood on rear bottom end rail 2-12 for skewed horizontal load bar and its top branch, the cross beam support bar 2-15 bottoms Portion's support is in water on pier 36.

In the present embodiment, the cross beam support bar 2-15 bottoms are supported in the water on pier top bracket fixed on pier. Pier 36 is double thin wall pier in the water.

In the present embodiment, it is pier top beam section (the also referred to as 0# beams being supported in water on pier that the rear side, which has poured beam section 18, Section), the cantilever girder segment 1 is the 1# beam sections being connected with 0# beam sections front end.

Junction between the 0# beam sections and 1# beam sections is the bottom plate of the 1# beam sections rear end junction at changes of section For knick point, the bottom plate of the 0# beam sections termination section is 45 ° of slopes, and 1# sections of beam bottom longitudinal slopes are 11 ° °, thus 1# beam sections are applied Bottom end rail 12 is located at 45 ° of slope positions after Hanging Basket in work, causes the normal bed die of Hanging Basket to be less than the design position of 1# beam section bottom plates About 90cm or so is put, Hanging Basket bed die can not be closely connected with the beam bottom of 1# beam sections, while vacantly to easily lead to bed die unstable for bed die, uses After above-mentioned bilayer bed die, it can effectively solve the problems, such as that bed die overlaps, while because 1# beam section beams bottom longitudinal slope is larger, using for constructing The cross beam support bar 2-15 being supported to rear bottom end rail 12 is added on the calf support (i.e. triangle bracket 14) of 0# beam sections, is increased Add the stability of bed die.The quantity of the cross beam support bar 2-15 is twice, and cross beam support bar 2-15 is supported respectively described in twice In the front and rear sides of rear bottom end rail 12, the bottom of the cross beam support bar 2-15 is supported on triangle bracket 2-14 and it is pushed up Portion's branch is withstood on rear bottom end rail 12.The triangle bracket 2-14 is pier top bracket.

Since 1# beam section beams bottom longitudinal slope is larger, Hanging Basket bed die is there are horizontal thrust during casting concrete, the bilayer in addition The frictional force that bed die has poured 18 concrete of beam section overlap joint with rear side is relatively small, therefore the stabilization of rear bottom end rail 12 is crucial, is used Cross beam support bar 2-15 can effectively solve bed die stable problem described in twice.

During practice of construction, when large span rigid frame-continuous girder is usually non-uniform beam, non-uniform beam refers in moment of flexure Larger part uses larger section, and less section is used in moment of flexure smaller part.The beam that this section changes along axis, referred to as becomes Cut section bar.The cantilever beam section of rigid frame-continuous girder is carried out in work progress using Hanging Basket, when constructed cantilever beam section is by multiple During the non-uniform beam that cantilever beam section is spliced from back to front, since each cantilever beam section bottom is slope, and each cantilever beam Section bottom ramp face along vertical bridge to angle of inclination (i.e. beam bottom longitudinal slope angle) difference when, the company between two neighboring cantilever beam section It is just knick point to meet place.For example, the termination section of a upper cantilever beam section is 45 ° of slopes, and the beam bottom of next cantilever beam section Longitudinal slope is 11 °, and so bottom end rail is located at 45 ° of slope positions after Hanging Basket in the construction of next cantilever beam section, causes Hanging Basket Normal bed die is less than the design position corresponding height of current cantilever beam section bottom plate of constructing, the problem of causing bed die to be difficult to overlap. Thus, can effectively it be solved the above problems using bed die adjustment structure.

In addition, the cantilever girder segment 1 of rigid frame-continuous girder is carried out in work progress using Hanging Basket, when constructed cantilever beam section Section 1 is non-uniform beam, and when the lumen width of constructed cantilever girder segment 1 gradually increases from the front to the back, internal model support frame In the width of each internal model truss need to accordingly be adjusted.But nowadays used internal model truss is fixed truss, it is tied Structure and size cannot be adjusted accordingly according to use occasion, when using Hanging Basket to the outstanding of multiple and different sections of rigid frame-continuous girder When arm girder segment is constructed, need to accordingly process more set internal model truss, input cost is high, and each cantilever beam segmental construction it Before, it is both needed to replace internal model truss, work progress is complicated, time-consuming.Then can using internal model truss as shown in figure 11 Solve the above problems, it is easy to operate, it is particularly suitable for the construction site more than 1 quantity of cantilever girder segment.

Constructed respectively to multiple cantilever girder segments 1 from back to front using double limb triangle hanging baskets in step 2 When, process is as follows：

Step 2021, the construction of rear end beam section, comprise the following steps：

Step A1, Hanging Basket is installed：Double limb triangle hanging baskets are installed in pier top beam section 35, and hang double limb triangles Basket is at the construction location of the rear end segment；

Step A2, Hanging Basket cantilever construction：The rear end segment is applied using double limb triangle hanging baskets described in step A1 Work, obtains the rear end segment of construction molding；

Step 2022, next cantilever beam segmental construction, comprise the following steps：

Step B1, hanging basket advancing：Double limb triangle hanging baskets are moved into forward applying for next cantilever girder segment 1 Station puts place；

Step B2, Hanging Basket cantilever construction：Using double limb triangle hanging baskets described in step B1 to next cantilever beam section Section 1 is constructed；

Step 2023, one or many repeat steps 2022, until completing the work progress of the cantilever beam section.

When Hanging Basket cantilever construction is carried out in the present embodiment, in step A2, in the rear in end carriage section pre-buried two it is described dark Bury anchor structure；

When Hanging Basket cantilever construction is carried out in step B2, pre-buried two described are secretly buried in current cantilever girder segment 1 of constructing Anchor structure.

In the present embodiment, in step A1 after Hanging Basket installation, to ensure cradle construction safety, also need to hang double limb triangles Basket carries out precompressed construction, simulates Hanging Basket practical combinations stress, intends constructing using sandbag precompressed, coordinates precompressed using tower crane.

When Hanging Basket cantilever construction is carried out in step A2 and step B2, first to the current reinforcing bar constructed in cantilever girder segment 1 Cage and prestress pipe are installed；And then concrete perfusion, specifically symmetrically irrigate two web concretes extremely from front to back At lower chamfering, then by irrigating bottom plate after going to again, continue symmetrical layering perfusion web concrete after the completion of bottom plate perfusion, finally Pour into a mould concrete roof.Concrete vibrating is vibrated using poker vibrator, and the skylight that vibrates is set in internal model.It is inserted into thickness of vibrating Spend for 30cm, be inserted into next 5~10cm of layer concrete, insertion spacing control within 1.5 times of vibrating spear operating radius, vibrate to Concrete no longer sinks, and surface bleeding is glossy and there is no slowly extracting vibrating spear out during bubble effusion, prevents in concrete Leave gap.After the completion of filling concrete, surface is covered with geotextiles, and maintenance of sprinkling water, and remains concrete surface humidity, Conserve number of days more than 7 days.It is carried out at the same time the health of bottom surface and side.Treat that institute's concrete perfusion intensity and elasticity modulus reach design After it is required that, prestressed stretch-draw mud jacking construction is carried out immediately.After the completion of the construction of prestressed stretch-draw mud jacking, after cement mortar final set Carry out hanging basket advancing.

The above, is only presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention Any simple modification, change and the equivalent structure change that technical spirit makees above example, still fall within skill of the present invention In the protection domain of art scheme.

Claims (10)

1. A kind of 1. rigid frame-continuous girder end bay construction technology, it is characterised in that：The both ends of constructed end bay beam section (38) support respectively In on Shui Zhongdun (36) and bridge pier (37), pier (36) is reinforced concrete knoll in the bridge pier (37) and water；The end bay beam Section (38) is made of the connection of end bay Cast-in-Situ Segment (39), end bay closure segment (41) and end bay cantilever segment (40), the end bay closure segment (41) it is connected between end bay Cast-in-Situ Segment (39) and end bay cantilever segment (40)；One end of the end bay Cast-in-Situ Segment (39) is supported in bridge On pier (37) and its other end is connected with end bay closure segment (41), and the end bay cantilever segment (40) is with being supported on Shui Zhongdun (36) Pier top beam section (35) connection；When opposite side bridge section (38) is constructed, process is as follows：

   Step 1: pier top beam section is constructed：The bracket installed using pier in water (36) pier top, constructs pier top beam section (35)；

   Step 2: end bay Cast-in-Situ Segment and end bay cantilever segment synchronous construction：Using adhesion type high-altitude mount support to end bay Cast-in-Situ Segment (39) construct, while constructed using double limb triangle hanging baskets to end bay cantilever segment (40)；

   The end bay cantilever segment (40) is spliced from multiple along vertical bridge to the cantilever girder segment (1) laid from back to front；Opposite side When cantilever segment (40) is constructed, using double limb triangle hanging baskets from back to front to multiple cantilever girder segments (1) point Do not construct；

   Double limb triangle hanging baskets are included positioned at the main couple constructed above cantilever girder segment (1), positioned at the main couple Underface and the template system of molding construction is carried out to cantilever girder segment (1) and the template system is hung on the main couple On lifting system, be fastenedly connected and be integrated by the lifting system between the main couple and the template system；It is described Cantilever girder segment (1) is concrete box girder；

   The main couple is symmetrically laid on cantilever girder segment (1) left and right including preceding upper beam (8), rear upper beam (9) and two The truss group of side, is fastenedly connected by lateral connection frame (10) between two truss groups, the preceding upper beam (8), it is rear on Crossbeam (9) and lateral connection frame (10) are laid in horizontal layout and three along direction across bridge, and two truss groups pass through preceding Upper beam (8), rear upper beam (9) and lateral connection frame (10) are fastenedly connected and are integrated；Each truss group includes two The triangular truss (2) laid side by side, the structure snd size all same of two triangular trusses (2) and the two in vertical To laying, two triangular trusses (2) along vertical bridge to laying and fasten company by multiple transverse links (3) therebetween It is connected in one；Four triangular trusses (2) are laid on same plane in the main couple, four triangle purlins The front end of frame (2) is fastenedly connected with preceding upper beam (8), the rear ends of four triangular trusses (2) with rear upper beam (9) It is fastenedly connected；

   When being constructed using adhesion type high-altitude mount support to end bay Cast-in-Situ Segment (39), process is as follows：

   Step 2011, adhesion type high-altitude mount support are set up：Treat to set up adhesion type high-altitude mount support on the inside of bridge pier (37)；

   Adhesion type high-altitude mount support includes high-altitude stent on the inside of the bridge pier (37) and multiple from top to bottom lays Adhesion type connection structure, the high-altitude stent is laid along direction across bridge and it is tight by multiple adhesion type connection structures (4-4) Admittedly being fixed on bridge pier (37), the adhesion type connection structure (4-4) is in horizontal layout；The bridge pier (37) includes pile foundation (4-5), the horizontal cushion cap (4-6) being supported in pile foundation (4-5) and the pier shaft (4-7) being laid on horizontal cushion cap (4-6), institute It is hollow pier to state pier shaft (4-7)；

   The high-altitude stent is not less than the vertical supports of 50m for height, and the vertical supports are divided into multiple stent sections from the bottom to top Section, it is fastenedly connected and is integrated by flange between neighbouring two bracket subsections；

   The vertical supports include the two well cabinet frames (4-2) symmetrically laid in left and right, pass through between two well cabinet frames (4-2) Multiple horizontal connection structures from top to bottom laid are fastenedly connected；Each well cabinet frame (4-2) includes four circumferentially sides To uniformly distributed vertical supporting steel pipe (4-3), four vertical supporting steel pipes (4-3) include two inner side steel pipes and two Outside steel pipe, is both provided with an outside steel pipe on the outside of the every inner side steel pipe, between two inner side steel pipes, Pass through multiple tracks between two outside steel pipes and between the every inner side steel pipe and outside steel pipe on the outside of it The steel pipe connecting extension bar from top to bottom laid, which is fastenedly connected, to be integrated；Four inner side steel pipes in the vertical supports are along cross-bridges To being laid in from left to right on same vertical plane, four in the vertical supports piece outside steel pipe along direction across bridge from left to right It is laid on same vertical plane；The bottom of four inner side steel pipes is supported on horizontal cushion cap (4-6)；

   Four are provided with the inside of the horizontal cushion cap (4-6) respectively for the anchor pile (4-8) of outside steel pipe bottom support, institute It is in vertically to laying to state anchor pile (4-8)；An anchor pile (4- is both provided with immediately below the every outside steel pipe 8), the anchor pile (4-8) is reinforced concrete pile；

   The adhesion type connection structure (4-4) includes one of connecting cross beam (4-9) and four horizontal brace rods (4-11), the company Connect crossbeam (4-9) in horizontal layout and its laid along direction across bridge, the connecting cross beam (4-9) is fastened by more pull rods (4-10) It is fixed on the madial wall of pier shaft (4-7)；Every inner side steel pipe water together between connecting cross beam (4-9) Flushconnection bar (4-11) is fastenedly connected；The more pull rods (4-10) are laid in same level from left to right and it is fixed On the madial wall of pier shaft (4-7), the pull rod (4-10) is in horizontal layout and it is along vertical bridge to laying；The every pull rod The outer end of (4-10) is each attached on connecting cross beam (4-9), and the inner of the every pull rod (4-10) stretches to pier shaft (4-7) Inner cavity in, the every pull rod (4-10) is each attached on the madial wall of pier shaft (4-7)；The madial wall of the pier shaft (4-7) On be provided with multiple for pull rods (4-10) the pull rod mounting holes that pass through, be provided with multiple confessions from left to right on the connecting cross beam (4-9) The through hole that pull rod (4-10) passes through；

   Step 2012, formwork erection：Template is set up on the adhesion type high-altitude mount support described in step 2011 and bridge pier (37) Supporting rack, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment (18) is set up on the formwork-support；The mould Plate bracing frame is horizontal shore；

   Step 2013, end bay Cast-in-Situ Segment pouring construction：Using forming panel described in step 2012 (42) to end bay Cast-in-Situ Segment (18) pouring construction is carried out；

   Step 3: end bay closes up：After the completion for the treatment of that end bay Cast-in-Situ Segment described in step 2 (39) and end bay cantilever segment (40) are constructed, Construct to end bay closure segment (41), complete end bay beam section (38) and close up.
2. A kind of 2. rigid frame-continuous girder end bay construction technology described in accordance with the claim 1, it is characterised in that：Described in step 2011 Pull rod (4-10) is finish rolling deformed bar；The outer end of the every pull rod (4-10) is set with outer locking nut (11), described Connecting cross beam (4-9) is installed between pier shaft (4-7) and outer locking nut (11)；The inner of the every pull rod (4-10) covers Equipped with internal locking nut (11), the internal locking nut (11) is located in the inner cavity of pier shaft (4-7).
3. 3. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 1 or 2, it is characterised in that：In step 2011 Level interval between the inner side steel pipe and outside steel pipe on the outside of it is 2m~3m, the inner side steel pipe and pier shaft Clear distance between (4-7) is not more than 4m；

   The outside diameter of the vertical supporting steel pipe (4-3) is φ 0.5m~φ 0.6m；

   The lower part segment of the anchor pile (4-8) is the anchoring section being anchored on riverbed, and the length of the anchoring section is not less than 1m, The stake footpath of the anchor pile (4-8) is φ 0.8m~φ 1.2m；

   Vertical spacing between neighbouring two adhesion type connection structures (4-4) is 10m~15m.
4. 4. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 1 or 2, it is characterised in that：In step 2011 The pull rod mounting hole is drawing-die muscle hole, the drawing-die muscle hole be for pier shaft (4-7) molding construction pier shaft forming panel into The through hole that the template lacing wire of row drawknot passes through, the pier shaft forming panel include pier shaft external mold and are laid in the pier shaft external mold The pier shaft internal model of side, the template lacing wire are the horizontal drawknot steel being connected between the pier shaft external mold and the pier shaft internal model Muscle；

   When constructing in step 3 to end bay closure segment (41), constructed using closure segment hanger.
5. 5. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 1 or 2, it is characterised in that：In step 2011 Formwork-support (4-12) is laid with the vertical supports, the formwork-support (4-12) is horizontal shore；

   The horizontal shore includes the bottom end rail (4-13) that is laid in same level of twice, multiple tracks is laid in from left to right Horizontal girder (4-14) and multiple tracks in same level are laid in the upper beam (15) in same level from front to back, four The inner side steel pipe top is provided with the bottom end rail (4-13) together, and four outside steel pipe tops are provided with described together Bottom end rail (4-13), horizontal girder (4-14) is laid on bottom end rail described in twice (4-13) described in per pass, described in per pass on Crossbeam (15) is laid on horizontal girder described in multiple tracks (4-14)；The bottom end rail (4-13) and upper beam (15) are along cross-bridges To laying, the horizontal girder (4-14) is along vertical bridge to laying；The inner of horizontal girder described in per pass (4-14) is supported in pier On body (4-7).
6. 6. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 1 or 2, it is characterised in that：Institute in step 2 Stating template system includes the internal model (10) on the inside of cantilever girder segment (1), the end template positioned at cantilever girder segment (1) bottom (4), respectively symmetrically it is laid in positioned at end template (4) lower section and the bottom supporting rack being supported to end template (4) and two outstanding Outer side mold (6) at left and right sides of arm girder segment (1), is each both provided with side form supporting rack (7) on the outside of the outer side mold (6)； The bottom supporting rack includes the preceding bottom end rail (11) of lower section and the lower section on rear side of end template (4) on front side of end template (4) Rear bottom end rail (12), the preceding bottom end rail (11) and rear bottom end rail (12) are in horizontal layout and the two is along direction across bridge cloth If the preceding bottom end rail (11) is located at the underface of preceding upper beam (8)；Internal model supporting rack is provided with the inside of the internal model (10) (17)；

   The lifting system include to the bottom supporting rack carry out lifting bed die lifting structure, two it is symmetrical laying and The side form lifting structure of lifting is carried out to side form supporting rack (7) and the internal model lifting structure of lifting is carried out to internal model (10), two The side form supporting rack (7) is laid in the left and right sides of cantilever girder segment (1) respectively；The bed die lifting structure includes being connected to The preceding vertical sunpender (13) of bed die between preceding upper beam (8) and preceding bottom end rail (11) and it is connected to the main couple and rear bottom end rail (12) vertical sunpender (14) after the bed die between, each side form lifting structure include being connected to preceding upper beam (8) and side The preceding vertical sunpender (15) of side form and the side being connected between rear upper beam (9) and side form supporting rack (7) between mould supporting rack (7) Vertical sunpender (16) after mould, the internal model lifting structure include being connected between preceding upper beam (8) and internal model supporting rack (17) Vertical sunpender (19) and it is connected to rear side before internal model and has poured vertical lifting after internal model between beam section (18) and internal model supporting rack (17) Bar (20), the rear side poured beam section (18) be on rear side of the cantilever girder segment (1) and with cantilever girder segment (1) is adjacent has poured Beam section is built, it is concrete box girder that the rear side, which has poured beam section (18),.
7. 7. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 6, it is characterised in that：The internal model supporting rack (17) include multiple internal model truss being supported in from front to back in internal model (10), connected between multiple internal model truss by longitudinal direction Fitting, which is fastenedly connected, to be integrated；Each internal model truss is included in vertically to the purlin laid and be supported to internal model (10) Frame body and multiple tracks are from top to bottom laid in the intrinsic transverse support bar of the truss (22), the truss body and multiple tracks institute Transverse support bar (22) is stated to be laid on same vertical plane；

   The internal model (10) includes cope plate and two inner side templates for being symmetrically laid in lower section at left and right sides of the cope plate；Institute State truss body and be symmetrically connected to the horizontal shore including the horizontal shore being supported in below the cope plate and two The vertical supports being supported below the left and right sides and to the inner side template, two vertical supports pass through horizontal described in multiple tracks It is connected as one to supporting rod (22)；

   One of internal model traveling skid beam (29) is symmetrically arranged with the internal model supporting rack (17), the internal model traveling skid beam (29) is in Horizontal layout and its be supported in along vertical bridge to laying, the internal model supporting rack (17) described in twice in internal model traveling skid beam (29), Internal model traveling skid beam (29) described in twice is symmetrically laid in below the left and right sides of the horizontal shore；It is vertical before the internal model Sunpender (19) is to be connected to preceding upper beam (8) and the vertical sunpender of internal model traveling skid beam (29) front end, vertical lifting after the internal model Bar (20) is the vertical sunpender poured on rear side of being connected between the top plate of beam section (18) and internal model traveling skid beam (29) rear end；

   The transverse support bar (22) and the truss body are laid along direction across bridge, and the transverse support bar (22) is in horizontal cloth If；

   The horizontal shore is pull pin-connected panel supporting rack, the pull pin-connected panel supporting rack include middle bracket (1-3) and Two are symmetrically laid in the left and right sides of middle bracket (1-3) and can carry out the side bracket (1-4) of horizontal pulling, the middle part Stent (1-3) and two side brackets (1-4) are in vertically to laying；Two side brackets (1-4) are laid in together On one vertical plane, the middle bracket (1-3) is located at front side or the rear side of side bracket (1-4)；The middle bracket (1-3) and It is in wind up vertically to the plane girder of laying, the middle bracket (1-3) including first that two side brackets (1-4), which are, Bar (1-3-1), the first lower boom (1-3-2) immediately below the first top boom (1-3-1) and more are connected to first and wind up The first web member (1-3-3) between bar (1-3-1) and the first lower boom (1-3-2), each side bracket (1-4) include the Two top booms (1-4-1), the second lower boom (1-4-2) immediately below the second top boom (1-4-1) and more are connected to The second web member (1-4-3) between two top booms (1-4-1) and the second lower boom (1-4-2)；First top boom (1-3-1) It is the cope plate supporting rod that is supported to the cope plate with the second top boom (1-4-1), the first lower boom (1-3- 2) and the second lower boom (1-4-2) be in the straight-bar of horizontal layout and the two be laid in same level；

   The inner of second top boom (1-4-1) is provided with multiple upper horizontal connectors (1-5) from left to right, it is multiple it is described on Horizontal connector (1-5) is laid in same level, multiple upper horizontal connectors (1-5) in it is parallel laying and its With the second top boom (1-4-1) perpendicular laying；It is provided with and multiple supplies respectively from left to right on first top boom (1-3-1) The upper Level tune hole (1-6) of upper horizontal connector (1-5) installation；

   The inner of second lower boom (1-4-2) is provided with multiple lower horizontal connectors (1-7) from left to right, it is multiple it is described under Horizontal connector (1-7) is laid in same level, multiple lower horizontal connectors (1-7) in it is parallel laying and its With the second lower boom (1-4-2) perpendicular laying；It is provided with and multiple supplies respectively from left to right on first lower boom (1-3-2) Lower horizontal connector (1-7) peace holds Level tune hole (1-8)；

   The upper Level tune hole (1-6) and lower Level tune hole (1-8) are elongate holes；

   The transverse support bar (22) is adjustable rod.
8. 8. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 6, it is characterised in that：It is double described in step 2 Limb triangle hanging basket further includes walking system；

   The walking system includes two walking mechanisms (25) for being symmetrically mounted on lower section at left and right sides of the main couple, Mei Gesuo State the underface that walking mechanism (25) is respectively positioned on a truss group；The rear side has poured to be equipped with the top plate of beam section (18) Left and right twice are respectively for the long rails (26) of walking mechanism (25) walking, and the long rails (26) are along vertical bridge to laying；

   The long rails (26) include multiple tracks and are laid in rear side from front to back having poured lower transverse beam on beam section (18) top plate (26-1), twice are laid in the vertical rail (26-2) of lower transverse beam (26-1) left and right sides top and multiple tracks described in multiple tracks from front to back It is laid in the upper transverse beam (26-3) indulged described in twice on rail (26-2), the lower transverse beam (26-1) and upper transverse beam (26-3) Laid along direction across bridge, the vertical rail (26-2) is along vertical bridge to laying；

   Upper transverse beam (26-3) described in lower transverse beam (26-1) described in multiple tracks and multiple tracks is fastened by indulging rail (26-2) described in twice It is connected as one；Upper transverse beam (26-3) is embedded in rear side by one or more lower parts and has poured in beam section (18) described in per pass Built-in fitting (27) be fixed on rear side and poured above beam section (18)；The built-in fitting includes pre-buried spiral and is installed on described Stop nut on pre-buried spiral, the stop nut are located above upper transverse beam (26-3), the pre-buried spiral In vertically to laying；

   The walking mechanism (25) includes being installed on the preceding bearing below preceding upper beam (8) and is installed on below rear upper beam (9) Rear support, the preceding bearing and the rear support are the mobile support saddle that can be moved back and forth along rail (26-2) is indulged described in twice.
9. 9. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 6, it is characterised in that：It is double described in step 2 Limb triangle hanging basket further includes bed die adjustment structure；The bed die adjustment structure is included after being laid in end template (4) back side top Side shield (2-2), the beam bottom mother plate (4) for carrying out above the end template (4) and to cantilever girder segment (1) bottom molding construction, The rear side baffle (2-2) is in vertically to laying；It is sand interstitital texture (2- between the beam bottom mother plate (4) and end template (4) 5), the rear side baffle (2-2) and front-end template (2-7) in parallel laying and the two laid along direction across bridge, the rear side gear Plate (2-2) and front-end template (2-7) are installed in two and are symmetrically laid between the side template (6) at left and right sides of end template (4)；

   The rear side baffle (2-2) is located at rear side and has poured below the front side of beam section (18), the top branch of the rear side baffle (2-2) Withstand on rear side to have poured on the bottom surface of beam section (18), it is beams of concrete that the cantilever girder segment (1) and rear side, which have poured beam section (18),； The rear side baffle (2-2) is located at beam bottom mother plate (4) rear, and the end template (4), rear side baffle (2-2), rear side have poured beam section (18) bottom surface, be laid on end template (4) and in vertically to the front-end template (2-7) of laying and two side templates (6) The filled cavity of sand interstitital texture (2-5) is surrounded, the front-end template (2-7) is divided on front side of sand interstitital texture (2-5) Bottom template segment and the upper mould section of molding construction is carried out to the front end face of cantilever girder segment (1)；The beam bottom mother plate (4) It is supported in sand interstitital texture (2-5), before the rear end branch of the beam bottom mother plate (4) withstands on the bottom surface that rear side has poured beam section (18) End, the front end branch of beam bottom mother plate (4) are withstood in front-end template (2-7), and the beam bottom mother plate (4) is installed on two side templates (6) between.
10. 10. according to a kind of rigid frame-continuous girder end bay construction technology described in claim 6, it is characterised in that：Described in step 2 Double limb triangle hanging baskets further include left and right two it is symmetrical be laid in rear side and poured in beam section (18) secretly bury anchor structure, it is each described Secretly bury and be respectively connected with an auxiliary rod (31) below anchor structure；

    The connector (30) for secretly burying anchor structure and including embedded bar (32) and being connected with embedded bar (32) bottom, it is described Embedded bar (32) and connector (30) are embedded in rear side and have poured in beam section (18)；The embedded bar (32) and connector (30) in vertically to laying and the two is respectively positioned on the surfaces of rear bottom end rail (12), connector (30) bottom with its residing for Rear side has poured the bottom surface flush of beam section (18) at position；The auxiliary rod (31) is in vertically to laying, the auxiliary rod (31) upper end is fastenedly connected with connector (30), and auxiliary rod (31) lower end is connected with rear bottom end rail (12)；It is described pre-buried Reinforcing bar (32), connector (30) and the auxiliary rod (31) immediately below connector (30) are laid on same vertical curve, The auxiliary rod (31) is reinforcing bar, and the connector (30) connects for the reinforcing bar of connection embedded bar (32) and auxiliary rod (31) Connect device.