CN108004928B

CN108004928B - A kind of asymmetric rigid frame-continuous girder construction technology

Info

Publication number: CN108004928B
Application number: CN201711252134.2A
Authority: CN
Inventors: 梁之海; 杜越; 刘俊斌; 赵久远; 朱山山; 严朝锋; 王永丽; 李东牛
Original assignee: First Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Current assignee: First Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Priority date: 2017-12-01
Filing date: 2017-12-01
Publication date: 2019-09-17
Anticipated expiration: 2037-12-01
Also published as: CN108004928A

Abstract

The invention discloses a kind of asymmetric rigid frame-continuous girder construction technologies, comprising steps of one, pier top beam section is constructed；Two, T structure cantilever and bridge pier side are across cast-in-place section construction: carrying out cantilever construction to T structure using Hanging Basket, while being constructed using adhesion type high-altitude assembly bracket to the end bay Cast-in-Situ Segment of bridge pier side bridge section；Three, secondary middle bridge section and bridge pier side bridge section are closed up；Four, abrupt slope side is across cast-in-place section construction；Five, abrupt slope side closes up across Cast-in-Situ Segment；Six, across closing up in.The present invention has rational design and easy construction, using effect are good, after the completion of the construction of pier top beam section, while completing T structure cantilever construction using Hanging Basket, using adhesion type high-altitude assembly rack construction bridge pier side across Cast-in-Situ Segment, after bridge section and bridge pier side bridge section are closed up in being completed at the same time time, abrupt slope side is carried out again and is closed up with abrupt slope side across Cast-in-Situ Segment across cast-in-place section construction, and energy is easy, high-altitude large-tonnage asymmetric rigid frame-continuous girder work progress is rapidly completed.

Description

A kind of asymmetric rigid frame-continuous girder construction technology

Technical field

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

Background technique

With the development of national economy, China railways bridge cause is grown rapidly, and China is in Bridge Design theory, construction skill Art and equipment aspect are being caught up with or close to advanced international standard, large span is over strait, crossing-fiver bridge construction is continuously increased.It is continuous rigid 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 to connect Continue rigid structure beam, large span rigid frame-continuous girder refers to the rigid frame-continuous girder of porous across footpath overall length >=100 meter and single hole across footpath >=40 meter. For end bay is with respect to main span, across footpath maximum one is across referred to as main span, and across footpath is lesser is referred to as end bay.It is high to support When degree is constructed greater than the Continuous Rigid-framed Girder of 30m, difficulty of construction is larger, especially to bearing height be greater than 30m, deck-molding 10m with When high-altitude large volume asymmetric Continuous Rigid-framed Girder of upper, the cantilever pouring segment length greater than 4m is constructed, difficulty of construction is bigger, Safe mass is controlled risk height, and requirement of the end bay cast-in-place section construction to used bracket is very high, while setting to the structure of Hanging Basket Meter requires height, and cradle structure needs that security requirement should be met, guarantees construction quality, save construction cost again, facilitate construction.

Summary 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 providing a kind of asymmetric Rigid frame-continuous girder construction technology, design is rationally and easy construction, using effect are good, after the completion of the construction of pier top beam section, using extension Rack construction bridge pier side is assembled across Cast-in-Situ Segment using adhesion type high-altitude while basket completes T structure cantilever construction, then is completed at the same time After secondary middle bridge section and bridge pier side bridge section are closed up, then abrupt slope side is carried out across cast-in-place section construction and abrupt slope side across Cast-in-Situ Segment Close up, energy is easy, high-altitude large-tonnage asymmetric rigid frame-continuous girder work progress is rapidly completed.

In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of asymmetric rigid frame-continuous girder construction Technique, it is characterised in that: constructed asymmetric rigid frame-continuous girder is concrete box girder and it is by middle bridge section, secondary middle bridge section It is formed by connecting with two end bay beam sections, two end bay beam sections are respectively bridge pier side bridge section and steep above abrupt slope Slope side bridge section, the middle bridge section are connected in the bridge pier side bridge Duan Yuci between bridge section, it is described time in across Beam section is connected between middle bridge section and the abrupt slope side bridge section；The both ends of the bridge pier side bridge section are respectively supported at On first bridge pier and the second bridge pier, the both ends of the middle bridge section are respectively supported on the second bridge pier and third bridge pier, and described time The both ends of middle bridge section are respectively supported on third bridge pier and the 4th bridge pier, and the both ends of the abrupt slope side bridge section support respectively In on the 4th bridge pier and abutment, first bridge pier, the second bridge pier, third bridge pier, the 4th bridge pier and abutment are reinforced concrete Soil structure；

Each end bay beam section is connect with end bay cantilever segment and is formed by end bay Cast-in-Situ Segment, end bay closure segment, the side It is connected between end bay Cast-in-Situ Segment and end bay cantilever segment across closure segment；The end bay Cast-in-Situ Segment of the abrupt slope side bridge section is supported in On abutment, the end bay Cast-in-Situ Segment of the bridge pier side bridge section is supported in the first bridge pier；

The middle bridge section by two across cantilever segment and be connected to two it is described in across between cantilever segment across closing up Section is formed by connecting, it is described time in bridge section by across cantilever segment and being connected to two in described time across between cantilever segment in two times It is formed by connecting in secondary across closure segment；

The end bay cantilever segment, it is described in across cantilever segment and it is described time in across cantilever segment be cantilever construction beam section and three It is spliced from multiple along vertical bridge to the cantilever girder segment laid from back to front；

In the end bay cantilever segment of the bridge pier side bridge section, the middle bridge section close to the second bridge pier it is described in across outstanding Arm Duan Junyu is supported in the connection of the pier top beam section on the second bridge pier and three and the second bridge pier form the first T structure, the middle bridge In section close to third bridge pier it is described in across cantilever segment, it is described time in bridge section in described time of third bridge pier across cantilever Duan Junyu is supported in the connection of the pier top beam section on third bridge pier and three and third bridge pier form the 2nd T structure, bridge in described time In section close to the 4th bridge pier it is described time in across cantilever segment, the abrupt slope side bridge section end bay cantilever segment be supported in the The connection of pier top beam section and three and the 4th bridge pier on four bridge piers form the 3rd T structure；

The abrupt slope side bridge section is across existing road and the angle between existing road is 60 °~75 ° mixed Solidifying Tu Liang, the end bay Cast-in-Situ Segment of the abrupt slope side bridge section are located above abrupt slope, and the abrupt slope is on the outside of existing road Side slope, the slope angle on the abrupt slope is 60 °~70 °；

When constructing to asymmetric rigid frame-continuous girder, comprising the following steps:

Step 1: pier top beam section is constructed: being carried out respectively to the pier top beam section on the second bridge pier, third bridge pier and the 4th bridge pier Construction；

Before constructing to pier top beam section, first installed respectively in the pier top of the second bridge pier, third bridge pier and the 4th bridge pier Bracket for pier top beam section of constructing；

Step 2: T structure cantilever and bridge pier side are across cast-in-place section construction: using Hanging Basket to the first T structure, the 2nd T structure and the 3rd T Structure carries out cantilever construction respectively, while using adhesion type high-altitude assembly bracket to the end bay Cast-in-Situ Segment of the bridge pier side bridge section It constructs；

When carrying out cantilever construction to the first T structure using Hanging Basket, first the pier top beam section front and rear sides on the second bridge pier are distinguished One Hanging Basket is installed, then is carried out using two Hanging Baskets are synchronous to two cantilever construction beam sections in the first T structure Construction；

When carrying out cantilever construction to the 2nd T structure using Hanging Basket, first the pier top beam section front and rear sides on third bridge pier are distinguished One Hanging Basket is installed, then is carried out using two Hanging Baskets are synchronous to two cantilever construction beam sections in the 2nd T structure Construction；

When carrying out cantilever construction to the 3rd T structure using Hanging Basket, first the pier top beam section front and rear sides on the 4th bridge pier are distinguished One Hanging Basket is installed, then is carried out using two Hanging Baskets are synchronous to two cantilever construction beam sections in the 3rd T structure Construction；

The adhesion type high-altitude assembly bracket includes the high-altitude bracket and multiple cloth from top to bottom on the inside of the first bridge pier If adhesion type connection structure, the high-altitude bracket is along the transverse bridge and it passes through multiple adhesion type connection structures fastenings It is fixed on the first bridge pier, the adhesion type connection structure is in horizontal layout；First bridge pier includes pile foundation, is supported in stake On the basis of horizontal cushion cap and the pier shaft that is laid on horizontal cushion cap, the pier shaft be hollow pier；

The high-altitude bracket is the vertical supports that height is not less than 50m, 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 includes four along the circumferential direction uniformly distributed Vertical supporting steel pipe, four vertical supporting steel pipes include two inside steel pipes and two outside steel pipes, the every inside The outside steel pipe is provided on the outside of steel pipe, between two inside steel pipes, between two outside steel pipes And the steel pipe connecting from top to bottom laid by multiple tracks between the every inside steel pipe and outside steel pipe on the outside of it Extension bar, which is fastenedly connected, to be integrated；Four inside 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 inside steel pipes is supported on horizontal cushion cap；

There are four respectively for the anchor pile of outside steel pipe bottom support, the anchoring for setting on the inside of the horizontal cushion cap Stake is arranged vertically；The anchor pile is 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 its along the transverse bridge, the connecting cross beam is fixedly secured on the inner sidewall of pier shaft by more pull rods；Every institute It states and is fastenedly connected by the horizontal brace rod together between inside steel pipe and connecting cross beam；The more pull rods are from left to right Be laid in same level and it be each attached on the inner sidewall of pier shaft, the pull rod in horizontal layout and its along vertical bridge to cloth If；The outer end of the every pull rod is each attached on connecting cross beam, and the inner end of the every pull rod stretches to the inner cavity of pier shaft In, the every pull rod is each attached on the inner sidewall of pier shaft；It is provided on the inner sidewall of the pier shaft and multiple to be 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；

When being constructed using adhesion type high-altitude assembly bracket to the end bay Cast-in-Situ Segment of the bridge pier side bridge section, Process is as follows:

Step 2011, adhesion type high-altitude assembly bracket are set up: to set up assembly bracket in adhesion type high-altitude on the inside of the first bridge pier；

Step 2012, formwork erection: it is set up on the assembly bracket of the adhesion type high-altitude described in step 2011 and the first bridge pier Formwork-support, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment is set up in the formwork-support；The template Support 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 into Row pouring construction；

Step 3: secondary middle bridge section is closed up with bridge pier side bridge section: to secondary middle bridge section time in across closure segment progress Construction is completed time middle bridge section and is closed up；Meanwhile constructing to the end bay closure segment of the bridge pier side bridge section, it completes secondary The bridge pier side bridge section is closed up；

Step 4: abrupt slope side is across cast-in-place section construction: setting up cast-in-place section construction bracket on abrupt slope, and utilize described cast-in-place Section construction bracket constructs to the abrupt slope side across the end bay Cast-in-Situ Segment of Cast-in-Situ Segment；

Step 5: abrupt slope side closes up across Cast-in-Situ Segment: it constructs to the end bay closure segment of the abrupt slope side bridge section, Time abrupt slope side bridge section is completed to close up；

Across closing up in Step 6:: constructing in centering bridge section across closure segment, bridge section is closed up in completion.

Above-mentioned a kind of asymmetric rigid frame-continuous girder construction technology, it is characterized in that: pull rod described in step 2011 is finish rolling Spiral；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 Between nut；The inner end 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.

Above-mentioned a kind of asymmetric rigid frame-continuous girder construction technology, it is characterized in that: pull rod mounting hole described in step 2 is Drawing-die muscle hole, drawing-die muscle hole are to pass through for the template lacing wire for carrying out drawknot to pier shaft molding construction pier shaft forming panel Through-hole, the pier shaft forming panel include pier shaft external mold and the pier shaft internal model that is laid on the inside of the pier shaft external mold, the template Lacing wire is the horizontal steel tie being connected between the pier shaft external mold and the pier shaft internal model；

Formwork-support is laid in vertical supports described in step 2011, the formwork-support is horizontal shore；

The horizontal shore includes that the lower beam that is laid in same level of twice, multiple tracks are 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 inside steel pipes from front to back Top is provided with the lower beam together, and four outside steel pipe tops are provided with the lower beam together, water described in per pass Flat stringer is laid on lower beam described in twice, and upper beam described in per pass is laid on horizontal girder described in multiple tracks；It is described Along the transverse bridge, the horizontal girder is along vertical bridge Xiang Bushe for lower beam and upper beam；The inner end of horizontal girder described in per pass It is supported on pier shaft.

Above-mentioned a kind of asymmetric rigid frame-continuous girder construction technology, it is characterized in that: cast-in-place section construction branch described in step 4 Frame is across the cast-in-place section construction bracket in abrupt slope side；

Across the cast-in-place section construction bracket in abrupt slope side include three along vertical bridge to being laid in end bay Cast-in-Situ Segment from the front to the back Bridge is indulged to cloth in the vertical supports of lower section and the top bearing frame being supported in three vertical supports, the top bearing frame edge If；Three vertical supports are laid with existing road in parallel, and three vertical supports are respectively front side from the front to the back Bracket, middle bracket and rear side bracket, the front side frame is between existing road and abrupt slope, the middle bracket and rear side Bracket is respectively positioned on abrupt slope；The height of the front side frame is not less than 30m and it is located in front of end bay Cast-in-Situ Segment, and the end bay is existing Pouring section, side stand and middle bracket are that boundary is divided into rear side beam section, middle part beam section and front side beam section from the front to the back later；The end bay Cast-in-Situ Segment rear end is supported on abutment；

The front side frame includes three well word steel buttresses laid from the front to the back along the extending direction of existing road, described Well word steel buttress is laid with existing road in parallel；It is laid from the bottom to top between the two neighboring well word steel buttress by multiple The first vertical connection frame be fastenedly connected and be integrated；Each well cabinet frame bottom is supported on a reinforced concrete base, institute Stating reinforced concrete base is the cube reinforced concrete structure that lower part is embedded in ground；

Each well word steel buttress includes four the first along the circumferential direction uniformly distributed vertical steel pipes, described in four First vertical steel pipe includes two inside steel pipes and two outside steel pipes, is provided with one on the outside of the every inside steel pipe The outside steel pipe, between two inside steel pipes, between two outside steel pipes and the every inside steel pipe with It is fastenedly connected and is integrated by the steel pipe connecting rod that multiple tracks is from top to bottom laid between outside steel pipe on the outside of it；It is described Inside steel pipe described in the six roots of sensation in front side frame is laid on same vertical plane, outside described in the six roots of sensation in the front side frame Steel pipe is laid on same vertical plane；The every inside steel pipe is laid with one with the outside steel pipe top being located on the outside of it Road longitudinal direction distribution beam, the longitudinal direction distribution beam are laid and itself and the perpendicular laying of existing road in parallel；

Longitudinal direction distribution beam described in the front side frame Zhong six is laid in same level, on the front side frame Be provided with the first transverse distribution beam parallel with existing road together, the first transverse distribution beam be supported in six described in first On transverse distribution beam；

The middle bracket includes two rows of structure snd size the first combination pier all the same, and combination pier described in every row includes The first combination pier that three extending directions along existing road are laid from the front to the back, it is two neighboring described in combination pier described in every row It is fastenedly connected and is integrated by multiple the second vertical connection frames laid from the bottom to top between first combination pier；The middle part branch Six the first combination piers in frame divide three column to lay from left to right, and the first combination pier includes two along vertical bridge described in each column To the first combination pier laid from the front to the back, pass through between two the first combination piers in the first combination pier described in each column The horizontal brace rod that multiple tracks is laid from the bottom to top, which is fastenedly connected, to be integrated；Three the first combination piers in combination pier described in every row On be erected with the second transverse distribution beam together, the second transverse distribution beam is in horizontal layout and it is parallel with existing road；

The rear side bracket includes three structure snd size the second combination pier all the same, three second combination pier edges The extending direction of existing road is laid from the front to the back；It is erected with one of third transverse distribution beam on three the second combination piers, The third transverse distribution beam is in horizontal layout and it is parallel with existing road；

The first transverse distribution beam, the second transverse distribution beam and third transverse distribution beam are laid in same level And three organizes the horizontal support structure that the top bearing frame is supported in pairs；

The top bearing frame includes girder and the steel pipe support that is laid on the girder, the girder and steel pipe support Along vertical bridge Xiang Bushe；The girder includes the Bailey beam that multiple tracks is laid in from left to right in same level, shellfish described in per pass Thunder beam is along vertical bridge Xiang Bushe；Bailey beam described in multiple tracks passes through multiple direction across bridge connection frames laid from front to back and is fastenedly connected It is integrated；The rear end of Bailey beam described in per pass is supported on the horizontal cushion cap of abutment, is provided on the horizontal cushion cap to shellfish The vertical built-in fitting that Lei Liang is limited；

When being constructed using across the cast-in-place section construction bracket in abrupt slope side to end bay Cast-in-Situ Segment, process is as follows:

Step 401, construction bracket and protecting canopy frame are set up: after the completion of abutment construction, between abutment and existing road Set up across the cast-in-place section construction bracket in abrupt slope side；

During setting up to across the cast-in-place section construction bracket in abrupt slope side, end bay beam section is located in existing road Protecting canopy frame is set up in the road segment of lower section；

Step 402, formwork erection: the abrupt slope side is held across the top of cast-in-place section construction bracket in step 401 On weight frame, the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment is set up；

Step 403, end bay Cast-in-Situ Segment pouring construction: end bay Cast-in-Situ Segment is carried out using forming panel described in step 402 Pouring construction.

A kind of above-mentioned asymmetric rigid frame-continuous girder construction technology, it is characterized in that: in step 3 in secondary across closure segment into Row construction and when constructing to the end bay closure segment of the bridge pier side bridge section, in step 5 to abrupt slope side bridge When the end bay closure segment of section constructed in centering bridge section across closure segment in construction and step 6, it is all made of closure segment Hanger is constructed；

Hanging Basket described in step 2 is double limb triangle hanging baskets.

Double limb triangle hanging baskets include main couple above the constructed 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 purlins being symmetrically 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 be in horizontal layout and three along the transverse bridge, two truss groups pass through preceding upper beam, rear upper beam and transverse direction Connection frame, which is fastenedly connected, to be integrated；Each truss group includes two triangular trusses laid side by side, and two described three The structure snd size of angular truss are all the same and the two is arranged vertically, and two triangular trusses are along vertical bridge to cloth And if being fastenedly connected be integrated by multiple transverse links therebetween；Four triangular trusses are uniformly distributed in 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.

Above-mentioned a kind of asymmetric rigid frame-continuous girder construction technology, it is characterized in that: template system described in step 2 includes Internal model on the inside of cantilever girder segment, positioned at cantilever girder segment bottom end template, be located at below end template and to end template The bottom support frame being supported and two outer side molds being respectively symmetrically laid at left and right sides of cantilever girder segment, it is each described outer Side form support frame is provided on the outside of side form；The bottom support frame include on front side of the end template the preceding lower beam of lower section and The rear lower beam of lower section on rear side of the end template, the preceding lower beam and rear lower beam are in horizontal layout and the two along cross-bridges To laying, the preceding lower beam is located at the underface of preceding upper beam；Internal model support frame is provided on the inside of the internal model；

The lifting system includes the bed die lifting structure that lifting is carried out to the bottom support frame, two bilateral symmetry cloth And if to side form support frame carry out lifting side form lifting structure and to internal model carry out lifting internal model lifting structure, described in two Side form support frame 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 lower beam between preceding lower beam, Each side form lifting structure includes vertical sunpender and company before the side form being connected between preceding upper beam and side form support frame It is connected to vertical sunpender after the side form between rear upper beam and side form support frame, the internal model lifting structure includes upper cross before being connected to It vertical sunpender and is connected to rear side before internal model between beam and internal model support frame and has poured internal model between beam section and internal model support frame Vertical sunpender afterwards, it is casting beams on rear side of cantilever girder segment and 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 asymmetric rigid frame-continuous girder construction technology, it is characterized in that: the internal model support frame include it is multiple by The internal model truss being supported in internal model front to back, being fastenedly connected between multiple internal model truss by longitudinal connecting member is one Body；Each internal model truss include be arranged vertically and truss ontology and multiple tracks that internal model is supported from top to bottom It is laid in the intrinsic transverse support bar of the truss, the truss ontology is laid in same with transverse support bar described in multiple tracks On vertical plane；

The internal model includes the inner side template that cope plate and two are symmetrically laid in lower section at left and right sides of the cope plate；Institute Stating truss ontology includes being supported in horizontal shore below the cope plate and two are symmetrically connected to the horizontal shore Below the left and right sides and to the vertical supports that the inner side template is supported, two vertical supports pass through cross described in multiple tracks It is connected as one to support rod；

One of internal model traveling skid beam is symmetrically arranged in the internal model support frame, the internal model traveling skid beam is in horizontal layout And it along vertical bridge Xiang Bushe, the internal model support frame is supported in internal model traveling skid beam described in twice, 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；

Along the transverse bridge, the transverse support bar is in horizontal layout for the transverse support bar and the truss ontology；

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

The inner end of second top boom is equipped with multiple upper horizontal connectors, multiple upper horizontal connections from left to right Part is laid in same level, and multiple upper horizontal connectors are in parallel lay and it is with the second top boom in hanging 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 end of second lower boom is equipped with multiple lower horizontal connectors, multiple lower horizontal connections from left to right Part is laid in same level, and multiple lower horizontal connectors are in parallel lay and it is with the second lower boom in hanging down It is straight to lay；Be provided with multiple confessions respectively lower horizontal connector installation on first lower boom from left to right is lauched Heibei provincial opera knothole；

The upper Level tune hole and to be lauched Heibei provincial opera knothole be elongate holes；

The transverse support bar is adjustable rod.

Above-mentioned a kind of asymmetric rigid frame-continuous girder construction technology, it is characterized in that: double limb triangle hanging baskets described in step 2 It further 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 Respectively for the long rails of walking mechanism walking, the long rails are along vertical bridge Xiang Bushe；

The long rails include that multiple tracks is laid in rear side from front to back and has poured lower transverse beam on beam section top plate, twice cloth Vertical rail and multiple tracks set on top at left and right sides of lower transverse beam described in multiple tracks are laid in upper on vertical rail described in twice from front to back Transverse beam, along the transverse bridge, the vertical rail is along vertical bridge Xiang Bushe for the lower transverse beam and upper transverse beam；

Upper transverse beam described in lower transverse beam and multiple tracks described in multiple tracks is fastenedly connected by vertical rail described in twice and is integrated；Per pass The upper transverse beam, which is embedded in the built-in fitting that rear side has poured in beam section 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 that is installed on the pre-buried spiral, the limit Position nut is located above upper transverse beam, and the pre-buried spiral is arranged vertically；

The walking mechanism includes the preceding support being installed below preceding upper beam and the rear branch being installed below rear upper beam Seat, the preceding support and the rear support are can be along the mobile support saddle for indulging rail back-and-forth motion described in twice.

Above-mentioned a kind of asymmetric rigid frame-continuous girder construction technology, it is characterized in that: double limb triangle hanging baskets described in step 2 It further include bed die adjustment structure；The bed die adjustment structure includes the rear side baffle for being laid in end template back side top, is located at bottom The beam bottom mother plate of molding construction is carried out above template and to cantilever girder segment bottom, the rear side baffle is arranged vertically；Institute It states for sand interstitital texture between beam bottom mother plate and end template, the rear side baffle is in parallel laying with front-end template and the two is equal Along the transverse bridge, the rear side baffle and front-end template are installed in two side forms being symmetrically laid at left and right sides of end template Between plate；

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 It pours 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 are arranged vertically 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 It fills the bottom template segment of architecture front-side and carries out the upper mould section of molding construction to the front end face of 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.

Above-mentioned a kind of asymmetric rigid frame-continuous girder construction technology, it is characterized in that: double limb triangle hanging baskets described in step 2 It further include that left and right two is symmetrically laid in rear side and has poured in beam section and secretly buries anchor structure, it is each described secretly to bury below anchor structure It is respectively connected with the auxiliary rod；

The connector for secretly burying anchor structure and including embedded bar and being connect with embedded bar bottom end, the embedded bar Rear side is embedded in connector to have poured in beam section；The embedded bar and connector are arranged vertically and the two is respectively positioned on Rear side has poured the bottom surface flush of beam section at the surface of lower beam afterwards, the connector bottom end and its present position；It is described auxiliary Sunpender is helped to be arranged vertically, the auxiliary rod upper end is fastenedly connected with connector, the auxiliary rod lower end and rear lower cross Beam connection；The embedded bar, connector and the auxiliary rod immediately below connector are laid on same vertical line, institute Stating auxiliary rod is reinforcing bar, and the connector is the reinforcing bar connector for connecting embedded bar and auxiliary rod.

Compared with the prior art, the present invention has the following advantages:

1, design is rationally and easy construction, using effect are good, and after the completion of the construction of pier top beam section, it is outstanding to complete T structure using Hanging Basket While arm is constructed, using adhesion type high-altitude assembly rack construction bridge pier side across Cast-in-Situ Segment, then it is completed at the same time time middle bridge section It after closing up with bridge pier side bridge section, then carries out abrupt slope side and closes up with abrupt slope side across Cast-in-Situ Segment across cast-in-place section construction, finally Across closing up in completion.

2, used adhesion type high-altitude assembly supporting structure is simple, design is reasonable and easy construction, input cost are lower.

3, used adhesion type high-altitude assembly bracket 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 fixed attachment rod piece power transmission cross bar is drawn Plate " scar ", ensure that external quality of pier quality, securely and reliably.Used adhesion type high-altitude assembly bracket is filled using " well " font With formula steel pipe support and without the pre-buried attachment techniques measure of " scar " formula, solves the high-altitude end bay cast-in-place section construction of rigid frame-continuous girder Technical problem.

4, end bay Cast-in-Situ Segment high-altitude steel pipe support uses " well " font fabricated construction, and ring flange is used between bracket is extreme High-strength bolt connection, 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.

5, construction method is simple and construction quality is easily controllable, work progress is safe and reliable, can be used 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 Section high-altitude steel pipe support combines intersecting parallels assembled steel pipe holder 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.

6, 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 period effectively reuses save the cost problem, by two triangular trusses of truss group It is able to satisfy general bridge cradle construction requirement after being divided into two, is used as common triangle hanging basket, using flexible operation, and saves About construction cost.Especially it is able to satisfy deck-molding 10m or more, length is greater than 4m and cantilever girder segment of its weight greater than 2000kN is applied Work demand.

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

8, using the truss group being made of side by side two triangular trusses, two triangular truss uniform forces can be effective The stability for increasing main couple, further enhances the stability of Hanging Basket entirety, simultaneously.

9, good using reasonable anchor structure design, easy construction and using effect is secretly buried, after solving thicker web Hanging Basket Lower beam and sunpender stress problems of too have the advantage that first, because the higher web of beam body is thicker, secretly bury in web setting Anchor structure, lower beam and sunpender stress problems of too, increase safety coefficient after solution；Connected Hanger Anchor on lower beam afterwards Gu when, because boom location, length are different, sunpender reasonable stress is distributed when to guarantee concreting, web outside sunpender (i.e. bottom Vertical sunpender after mould) longer (elongation is longer under same stress condition) need to be beaten with jack most tight, sunpender among inner cavity (the vertical sunpender in inside 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；The second, embedded Method is easy for construction: using finish rolling deformed bar connector, mouth and end template are in close contact 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；It is third, easy to operate；It, only need to be by auxiliary hanging before moving Hanging Basket 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, " scar " will not leave behind in beam bottom concrete surface；5th, construction cost has been saved.It increases and secretly buries 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 lower beam part bearing capacity overrun issues existing for lower beam position afterwards, it is ensured that construction safety, while will not leave behind in beam bottom " scar " does not influence beam body appearance.Otherwise, to meet force request, the structure size of lower beam, is increase accordingly after needing to increase Hanging Basket weight and cost, while the versatility of Hanging Basket is impacted.

10, 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 ontology includes that horizontal shore and two are symmetrically connected to The vertical supports of lower section at left and right sides of horizontal shore, horizontal shore use pull pin-connected panel support frame, are able to satisfy different width 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.

11, bed die adjustment simple structure and reasonable design 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 the 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 It asks, and solves the problems, such as that Hanging Basket bed die is difficult to overlap, so that Hanging Basket bed die and rear side has been poured beam section and realize effectively overlap joint.

12, 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 deck-molding 10m or more, cantilever pouring segment length greater than 4m in rigid frame bridge is spent, and was constructed Journey is safe and reliable.

13, pushing tow force transmission rack structure is simple and using effect is good, and the jacking force that transmission rod is subject to is theoretically axial force, but Be in the actual construction process, the deviation of construction, cantilever end contraction etc. due to jacking force can be made to generate small deviation, Become eccentric force, therefore transmission rod will receive shearing force and torque, and transmission rod is semirigid steel material, the curved performance of tension compared with It is weak, so that transmission rod is deformed, by the inside fill concrete structure in transmission rod, concrete is rigid material, is generated curved When square, the anti-bending strength of concrete structure can the partial offset moment of flexure, reduce the deformation of transmission rod, while the resistance to compression of concrete Performance is big, can undertake a big chunk jacking force, to be effectively increased the intensity of the pushing tow load transfer device, rigidity and reality The property used.Transmission rod can generate the overall offset of lateral position when by jacking force, and the path for transmitting jacking force changes Become, cause the unstability of the pushing tow load transfer device, effectively ensure that the accuracy of transmission rod position by the setting of limitting casing.

14, used across the cast-in-place section construction supporting structure in abrupt slope side is simple, design rationally and easy construction, investment at This is lower.Across the cast-in-place section construction supporting structure in the abrupt slope side designs reasonable, easy construction and using effect is good, three vertical branch Frame forms firm lower support system and ensures support stability, top bearing frame combined with steel pipe support using Bailey beam and At will not construct and impact to the other beam sections of end bay while meeting the firm support of end bay Cast-in-Situ Segment.

15, three vertical supports structures and installation position design rationally, can effectively ensure the force-bearing situation of bracket, can be effective The stability problem of high-altitude oblique abrupt slope end bay bracket is solved, and can effectively solve end bay Cast-in-place Segment Support structure and outstanding filling section extension Basket construction combines problem, while can guarantee crossed over existing safety problem.Top bearing frame is using Bailey beam and bowl fastening type steel Pipe holder combining form, the height that can highly pass through from Bailey beam top for Hanging Basket bed die, thus will not influence cantilever segment and constructed Journey.

16, across the cast-in-place section construction method in abrupt slope side is simple and construction quality is easily controllable, work progress is safe and reliable, can For in the high abutment pier of rigid frame-continuous girder, 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, peace It is complete reliable.Three vertical supports form firm lower support system and ensure support stability, and top bearing frame uses shellfish thunder Beam is composed with steel pipe support, while meeting the firm support of end bay Cast-in-Situ Segment, will not be constructed and be made to the other beam sections of end bay At influence.

In conclusion the present invention has rational design and easy construction, using effect are good, after the completion of the construction of pier top beam section, use It is complete across Cast-in-Situ Segment, then simultaneously using adhesion type high-altitude assembly rack construction bridge pier side while Hanging Basket completes T structure cantilever construction After Cheng Cizhong bridge section and bridge pier side bridge section are closed up, then carry out abrupt slope side across cast-in-place section construction with abrupt slope side across cast-in-place Section is closed up, and energy is easy, high-altitude large-tonnage asymmetric rigid frame-continuous girder work progress is rapidly completed.

Below by drawings and examples, technical scheme of the present invention will be described in further detail.

Detailed description of the invention

Fig. 1 is process flow diagram of the invention.

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

Fig. 2 is the vertical bridge of adhesion type high-altitude of the present invention assembly bracket to structural schematic diagram.

Fig. 3 is the direction across bridge structural schematic diagram that bracket is assembled in adhesion type high-altitude of the present invention.

Fig. 4 is the structural schematic diagram of template bottom of the present invention support frame.

Fig. 5 is the erected state schematic diagram of asymmetric rigid frame-continuous girder of the present invention.

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

Fig. 7 is the direction across bridge structural schematic 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 diagram for secretly burying anchor structure.

Fig. 9 is the partial enlargement diagram in Fig. 7 at A.

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

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

Figure 12 is use state when pull pin-connected panel support frame of the present invention is pulled to maximum support width with reference to figure.

Figure 13 is the plane layout position illustration of three vertical supports of the invention.

Figure 14 is the vertical bridge of construction bracket of the present invention to erected state schematic diagram.

Figure 15 is the erected state schematic diagram of Bailey beam of the present invention.

Figure 16 is the holding state schematic diagram of front side frame of the present invention.

Figure 17 is the holding state schematic diagram of middle bracket of the present invention.

Figure 18 is the holding state schematic diagram of present invention rear side bracket.

Description of symbols:

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

The first lower boom of 1-3-2-；The first web member of 1-3-3-；1-4-side bracket；

The second top boom of 1-4-1-；The second lower boom of 1-4-2-；The second web member of 1-4-3-；

1-5-goes up horizontal connector；1-6-goes up Level tune hole；The lower horizontal connector of 1-7-；

1-8-is lauched Heibei provincial opera knothole；1-9-vertical supporting bar；2-triangular trusses；

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

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

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

2-15-cross beam support bar；3-transverse links；4-end templates；

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

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

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-lower beam；4-14-horizontal girder；4-15-upper beam；

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

6-outer side molds；7-side form support frames；

8-preceding upper beams；9-rear upper beams；10-internal models；

11-preceding lower beams；12-rear lower beams；Vertical sunpender before 13-bed dies；

Vertical sunpender after 14-bed dies；Vertical sunpender before 15-side forms；

Vertical sunpender after 16-side forms；17-internal model support frames；18-rear sides have poured beam section；

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

21-side form traveling skid beams；22-transverse support bars；23-middle upper beams；

24-rear vertical the sunpenders in inside；25-walking mechanisms；26-long rails；

The lower transverse beam of 26-1-；26-2-indulges rail；26-3-goes up transverse beam；

27-built-in fittings；28-longitudinal support beams；29-internal model traveling skid beams；

30-connectors；31-auxiliary rods；32-embedded bars；

33-horizontal backing plates；34-locking nuts；35-pier top beam sections；

The first bridge pier of 36-1-；The second bridge pier of 36-2-；36-3-third bridge pier；

The 4th bridge pier of 36-4-；37-end bay beam sections；

38-end bay Cast-in-Situ Segments；39-existing roads；40-abrupt slopes；

41-front side frames；42-middle brackets；43-rear side brackets；

44-Jing Zigang buttresses；45-reinforced concrete bases；46-the first transverse distribution beam；

47-longitudinal distribution beams；48-abutments；49-the first combination pier；

50-the second combination pier；51-the second transverse distribution beam；52-third transverse distribution beams；

53-steel pipe supports；54-Bailey beams；55-horizontal cushion caps；

56-cross-brace beams；57-vertical protective fences；58-abrupt slopes side are across forming panel；

59-end bay closure segments；60-end bay cantilever segments；

62-kerbstones；63-bottom of slope inside cords；64-stability of slope lines；

65-vertical sunpenders；66-armored concrete anchor stake；

67-protecting canopy frames；68-middle bridge sections；69-secondary middle bridge sections；

70-bridge pier sides are across forming panel.

Specific embodiment

A kind of asymmetric rigid frame-continuous girder construction technology as shown in Figure 1, constructed asymmetric rigid frame-continuous girder are Concrete box girder and its be formed by connecting by middle bridge section 68, secondary middle bridge section 69 and two end bay beam sections 37, two end bays Beam section 37 is respectively bridge pier side bridge section and the abrupt slope side bridge section above abrupt slope 40, and the middle bridge section 68 connects In the bridge pier side bridge Duan Yuci between bridge section 69, it is described time in bridge section 69 be connected to middle bridge section 68 with it is described Between the bridge section of abrupt slope side；The both ends of the bridge pier side bridge section are respectively supported at the first bridge pier 36-1 and the second bridge pier On 36-2, the both ends of the middle bridge section 68 are respectively supported on the second bridge pier 36-2 and third bridge pier 36-3, it is described time in across The both ends of beam section 69 are respectively supported on third bridge pier 36-3 and the 4th bridge pier 36-4, the both ends point of the abrupt slope side bridge section It is not supported on the 4th bridge pier 36-4 and abutment 48, the first bridge pier 36-1, the second bridge pier 36-2, third bridge pier 36-3, Four bridge pier 36-4 and abutment 48 are reinforced concrete structure, are detailed in Fig. 5；

In conjunction with Fig. 2 and Figure 13, each end bay beam section 37 is outstanding by end bay Cast-in-Situ Segment 38, end bay closure segment 59 and end bay The connection composition of arm section 60, the end bay closure segment 59 are connected between end bay Cast-in-Situ Segment 38 and end bay cantilever segment 60；The abrupt slope The end bay Cast-in-Situ Segment 38 of side bridge section is supported on abutment 48, and the end bay Cast-in-Situ Segment 38 of the bridge pier side bridge section is supported in First bridge pier 36-1；

The middle bridge section 68 by two across cantilever segment and be connected to two it is described in across between cantilever segment across conjunction Hold together section to be formed by connecting, it is described time in bridge section 69 by two times across cantilever segment and be connected to two in described time across cantilever segment it Between time in be formed by connecting across closure segment；

The end bay cantilever segment 60, it is described in across cantilever segment and it is described time in across cantilever segment be cantilever construction beam section and three Person is spliced along vertical bridge to the cantilever girder segment 1 laid from back to front from multiple；

Close to the institute of the second bridge pier 36-2 in the end bay cantilever segment 60 of the bridge pier side bridge section, the middle bridge section 68 It states and is connect with the pier top beam section 35 being supported on the second bridge pier 36-2 across cantilever segment and three and the second bridge pier 36-2 are formed First T structure, in the middle bridge section 68 close to third bridge pier 36-3 it is described in across being leaned in bridge section 69 in cantilever segment, described time It is connect with the pier top beam section 35 being supported on third bridge pier 36-3 in described time of nearly third bridge pier 36-3 across cantilever segment and three Person and third bridge pier 36-3 form the 2nd T structure, across outstanding in described time of close 4th bridge pier 36-4 in described middle bridge section 69 Arm section, the abrupt slope side bridge section end bay cantilever segment 60 connect with the pier top beam section 35 being supported on the 4th bridge pier 36-4 And three and the 4th bridge pier 36-4 form the 3rd T structure；

The abrupt slope side bridge section is across existing road 39 and the angle between existing road 39 is 60 °~75 ° Beams of concrete, the end bay Cast-in-Situ Segment 38 of the abrupt slope side bridge section is located at the top of abrupt slope 40, and the abrupt slope 40 is positioned at both There is the side slope in 39 outside of road, the slope angle on the abrupt slope 40 is 60 °~70 °；

Step 1: pier top beam section is constructed: to the pier top on the second bridge pier 36-2, third bridge pier 36-3 and the 4th bridge pier 36-4 Beam section 35 is constructed respectively；

Before constructing to pier top beam section 35, first in the second bridge pier 36-2, third bridge pier 36-3 and the 4th bridge pier 36-4 Pier top the bracket for pier top beam section 35 of constructing is installed respectively；

Step 2: T structure cantilever and bridge pier side are across cast-in-place section construction: using Hanging Basket to the first T structure, the 2nd T structure and the 3rd T Structure carries out cantilever construction respectively, while using adhesion type high-altitude assembly bracket to the end bay Cast-in-Situ Segment of the bridge pier side bridge section 38 construct；

When carrying out cantilever construction to the first T structure using Hanging Basket, first two before and after the pier top beam section 35 on the second bridge pier 36-2 The Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the first T structure using two Hanging Baskets Step is constructed；

When carrying out cantilever construction to the 2nd T structure using Hanging Basket, first two before and after the pier top beam section 35 on third bridge pier 36-3 The Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 2nd T structure using two Hanging Baskets Step is constructed；

When carrying out cantilever construction to the 3rd T structure using Hanging Basket, first two before and after the pier top beam section 35 on the 4th bridge pier 36-4 The Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 3rd T structure using two Hanging Baskets Step is constructed；

As shown in Figures 2 and 3, the adhesion type high-altitude assembly bracket includes the high-altitude branch on the inside of the first bridge pier 36-1 Frame and multiple adhesion type connection structures from top to bottom laid, the high-altitude bracket along the transverse bridge and its pass through it is multiple described Adhesion type connection structure 4-4 is fixedly secured on the first bridge pier 36-1, and the adhesion type connection structure 4-4 is in horizontal layout；Institute The first bridge pier 36-1 is stated to include pile foundation 4-5, the horizontal cushion cap 4-6 being supported on pile foundation 4-5 and be laid in horizontal cushion cap 4-6 On pier shaft 4-7, the pier shaft 4-7 is hollow pier；

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 include four along the circumferential direction Uniformly distributed vertical supporting steel pipe 4-3, four vertical supporting steel pipe 4-3 includes two inside steel pipes and two outside steel Pipe, is provided with the outside steel pipe on the outside of the every inside steel pipe, between two inside steel pipes, two institutes State between the steel pipe of outside and between the every inside steel pipe and outside steel pipe on the outside of it by multiple tracks by up to The steel pipe connecting rod of lower laying, which is fastenedly connected, to be integrated；Four inside steel pipes in the vertical supports are along direction across bridge by a left side It is laid on same vertical plane to the right side, 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 inside steel pipes is supported on horizontal cushion cap 4-6；

There are four respectively for the anchor pile 4-8 of outside steel pipe bottom support, institute for setting on the inside of the horizontal cushion cap 4-6 Anchor pile 4-8 is stated to be arranged vertically；The anchor pile 4-8, institute are provided with immediately below the every outside steel pipe Stating anchor pile 4-8 is reinforced concrete pile；

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 along the transverse bridge, the connecting cross beam 4-9 pass through more pull rod 4- 10 are fixedly secured on the inner sidewall of pier shaft 4-7；By described together between the every inside steel pipe and connecting cross beam 4-9 Horizontal brace rod 4-11 is fastenedly connected；The more pull rod 4-10 are laid in same level from left to right and it is each attached to On the inner sidewall of pier shaft 4-7, the pull rod 4-10 is in horizontal layout and it is along vertical bridge Xiang Bushe；Every pull rod 4-10's is outer End is each attached on connecting cross beam 4-9, and the inner end of the every pull rod 4-10 stretches in the inner cavity of pier shaft 4-7, every institute Pull rod 4-10 is stated to be each attached on the inner sidewall of pier shaft 4-7；It is provided with and multiple is worn for pull rod 4-10 on the inner sidewall of the pier shaft 4-7 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；

It is constructed using adhesion type high-altitude assembly bracket to the end bay Cast-in-Situ Segment 38 of the bridge pier side bridge section When, process is as follows:

Step 2011, adhesion type high-altitude assembly bracket are set up: to set up the assembly of adhesion type high-altitude on the inside of the first bridge pier 36-1 Bracket；

Step 2012, formwork erection: it assembles on bracket and the first bridge pier 36-1 in the adhesion type high-altitude described in step 2011 Formwork-support is set up, and sets up the forming panel for carrying out molding construction to end bay Cast-in-Situ Segment 38 in the formwork-support；Institute Stating formwork-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 38 Carry out pouring construction；

Step 3: secondary middle bridge section is closed up with bridge pier side bridge section: to secondary middle bridge section 69 time in across closure segment into Row construction is completed time middle bridge section 69 and is closed up；Meanwhile constructing to the end bay closure segment 59 of the bridge pier side bridge section, Time bridge pier side bridge section is completed to close up；

Step 4: abrupt slope side is across cast-in-place section construction: setting up cast-in-place section construction bracket on abrupt slope 40, and utilize described existing It pours section construction bracket and constructs to the abrupt slope side across the end bay Cast-in-Situ Segment 38 of Cast-in-Situ Segment；

Step 5: abrupt slope side closes up across Cast-in-Situ Segment: being applied to the end bay closure segment 59 of the abrupt slope side bridge section Work is completed time abrupt slope side bridge section and is closed up；

Across closing up in Step 6:: constructing in centering bridge section 68 across closure segment, bridge section 68 is closed up in completion.

Wherein, the end bay beam section 38 is the high-altitude large volume end bay beam that bearing height is greater than 50m and deck-molding 10m or more Section.

The deck-molding 10m or more of the cantilever girder segment 1, length are greater than 4m and its weight is greater 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, and the connecting cross beam 4-9 is installed on pier shaft 4-7 Between outer locking nut；The inner end of the every pull rod 4-10 is set with internal locking nut, and the internal locking nut is located at 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's described in the six roots of sensation Structure snd size are all the same；

It is the two pull rod groups symmetrically laid in left and right that pull rod 4-10 described in the six roots of sensation, which is divided to, and two pull rod groups are laid in respectively At left and right sides of the inner sidewall of pier shaft 4-7, each pull rod group includes three pull rod 4-10.

To guarantee support strength and stability, inside steel pipe described in step 2011 and the outside steel pipe that is located on the outside of it Between horizontal space be 2m~3m, clear distance between the inside steel pipe and pier shaft 4-7 is not more than 4m.

The outer 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.

When practice of construction, according to specific needs, between the outside steel pipe to the inside steel pipe and on the outside of it The outer diameter of clear distance, the vertical supporting steel pipe 4-3 between horizontal space, the inside 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 2 is drawing-die muscle hole, and drawing-die muscle hole is for pier shaft 4-7 The through-hole that molding construction is passed through with the template lacing wire that pier shaft forming panel carries out drawknot, the pier shaft forming panel includes outside pier shaft Mould and the pier shaft internal model being laid on the inside of the pier shaft external mold, the template lacing wire are to be connected to the pier shaft external mold and the pier Horizontal steel tie between body internal model.

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

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

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

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 support frame of row support.

In the present embodiment, it is provided with together between the lower beam 4-13 and the inside steel pipe and the outside steel pipe Horizontal bearing beam 4-16, the horizontal bearing beam 4-16 is along vertical bridge Xiang Bushe.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 diameter of the anchor pile 4-8 is φ 0.8m~φ 1.2m.

When practice of construction, according to specific needs, the stake diameter of 1m and anchor pile 4-8 is not less than to the length of the anchoring section It adjusts 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.

The end bay Cast-in-Situ Segment 38, end bay closure segment 41 and end bay cantilever segment 40 are a segment of end bay beam section 38. In the present embodiment, the wide 12m in the top surface of the rigid frame-continuous girder, the wide 9.2m of bottom plate, edge of a wing board width 1.4m, the rigid frame-continuous girder For concrete box girder and its be the straight web plate section of single box single chamber.The deck-molding 16.5m of pier top beam section 35 in the rigid frame-continuous girder, across In and end bay end deck-molding 7.5m, web thickness be 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 first bridge pier 36-1 is 61m, and the length of the bridge pier side bridge section is 118m, the deck-molding 7.5m of the bridge pier side bridge section, the wide 12m of back, the wide 9.2m of bottom plate, top plate thickness 0.62m, base plate thickness 0.52m~1.1m, 0.55~1.65m of web thickness, cubic amount of concrete 315m³.End bay is cast-in-place in the bridge pier side bridge section 38 long 9.85m of section and its cantilever go out except the pier shaft pallet top cap range of the first bridge pier 36-1 that (cantilever moiety by weight is about by 7.0m 3700kN), thus the end bay Cast-in-Situ Segment 38 of the bridge pier side bridge section construction belong to the long end bay Cast-in-Situ Segment of superaltitude large volume 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 diagonal brace point is located at pier Body hollow section has safely larger impact to pier shaft, and large volume, large-tonnage counterweight security risk are larger in addition.And the present invention is adopted It is floor stand that bracket is assembled in adhesion type high-altitude, and superaltitude rack bearing power and stability can obtain effective guarantee.And And adhesion type high-altitude assembly support stability is high, makes full use of drawing-die reinforced hole (the arrangement size 1.0 of round-ended high hollow pier × 1.0m), and using finish rolling deformed bar (i.e. pull rod 4-10) to fixed attachment rod piece (i.e. connecting cross beam 4-9) of drawing and power transmission Cross bar (i.e. horizontal brace rod 4-11) forms the attachment support of high-altitude steel buttress, easy for construction, pier shaft without pre-embedded steel slab " scar ", It ensure that external quality of pier quality, securely and reliably.

In the present embodiment, the horizontal space between the inside steel pipe and outside steel pipe on the outside of it is 2.5m, institute State vertical supporting steel pipe 4-3 outer diameter be φ 0.53m and its be helix tube.In the well cabinet frame 4-2 adjacent two it is described vertical The every 6m of steel pipe forms " well " using the welding stull of I16b I-steel and diagonal brace (the i.e. described steel pipe connecting rod) 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 I16b I-steel (the i.e. described horizontal connection structure) every 12m between cabinet frame 4-2, it is ensured that steel pipe branch The stability of pier.

In the present embodiment, the anchor pile 4-8 is φ 1.0m caisson, and it is many that the anchor pile 4-8 enters stable basement rock In 1.0m, the stake top setting pre-embedded steel slab of the anchor pile 4-8 and the outside steel-pipe welding；The inside steel pipe support is in bridge On the cushion cap of pier 37, the cushion cap setting pre-embedded steel slab is welded and the inside steel-pipe welding.The well cabinet frame 4-2 is installed 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 Securely, it then pours to form rock-steady structure with C30 concrete package.

In the present embodiment, forming panel described in step 2012 is bridge pier side forming panel 70, bridge pier side forming panel 70 It is supported on the more horizontal lumps of wood 4-17.The horizontal bearing beam 4-16 is gad block.

When constructing to the horizontal shore, first setting falls frame gad block (specifically at the top of vertical supporting steel pipe 4-3 Welded using 5 I20b I-steel groups), then direction across bridge load bearing cross beam (i.e. lower beam 4- is set on the gad block 13)；Then, 23 I36b I-shaped steel longitudinal beams (i.e. horizontal girder 4-14) are installed, wherein web position is arranged 2 × 5, inner bottom plating Position 7 is arranged 2 × 3 under flange plate；The one end horizontal girder 4-14 is supported on load bearing cross beam and its other end is supported on bridge On the pier cap of pier.

Bridge pier side forming panel 70 includes end template, external mold and internal model；The end template is bamboo slab rubber and its installation On the more horizontal lumps of wood 4-17, at box beam endplate above the pier shaft pallet top cap of bridge pier 37, endplate bed die Bed die is formed using bamboo slab rubber is laid with after the built-in sand of steel form.External mold uses punching block, and external mold truss piece spacing is 2.0m, truss Piece is supported on bed die stringer；End head formwork uses steel form.The internal model includes interior side form and interior backform, and interior side form uses group Punching block is closed, interior backform is using setting up bowl buckle bracket, the lumps of wood in such a way that bamboo slab rubber combines.Drawing-die reinforcing bar is arranged in interior external mold, draws Mould muscle spacing is 80cm × 100cm.

In the present embodiment, cast-in-place section construction bracket described in step 4 is across the cast-in-place section construction bracket in abrupt slope side.

As shown in Figure 13, Figure 14, Figure 15, Figure 16, Figure 17 and Figure 18, across the cast-in-place section construction bracket in abrupt slope side includes Three to the vertical supports for being laid in 38 lower section of end bay Cast-in-Situ Segment from the front to the back and are supported in three vertical supports along vertical bridge On top bearing frame, the top bearing frame is along indulging bridge Xiang Bushe；Three vertical supports are with existing road 39 in flat Row is laid, and three vertical supports are respectively from the front to the back front side frame 41, middle bracket 42 and rear side bracket 43, before described Between existing road 39 and abrupt slope 40, the middle bracket 42 and rear side bracket 43 are respectively positioned on abrupt slope 40 side stand 41； The height of the front side frame 41 not less than 30m and its be located in front of end bay Cast-in-Situ Segment 38, the end bay Cast-in-Situ Segment 38 is with rear side Bracket 43 and middle bracket 42 are that boundary is divided into rear side beam section, middle part beam section and front side beam section from the front to the back；The end bay Cast-in-Situ Segment 38 rear ends are supported on abutment 48；

The front side frame 41 includes three well word steel buttresses laid from the front to the back along the extending direction of existing road 39 44, the well word steel buttress 44 is laid with existing road 39 in parallel；By more between the two neighboring well word steel buttress 44 A the first vertical connection frame laid from the bottom to top, which is fastenedly connected, to be integrated；Each well cabinet frame bottom is supported in a steel In muscle concrete foundation 45, the reinforced concrete base 45 is that lower part is embedded in the cube reinforced concrete structure in ground；

Each well word steel buttress 44 includes four the first along the circumferential direction uniformly distributed vertical steel pipes, four institutes Stating the first vertical steel pipe includes two inside steel pipes and two outside steel pipes, is provided with one on the outside of the every inside steel pipe Outside steel pipe described in root, between two inside steel pipes, between two outside steel pipes and the every inside steel pipe It is fastenedly connected and is integrated by the steel pipe connecting rod that multiple tracks is from top to bottom laid between the outside steel pipe on the outside of it；Institute It states inside steel pipe described in the six roots of sensation in front side frame 41 to be laid on same vertical plane, the six roots of sensation institute in the front side frame 41 Outside steel pipe is stated to be laid on same vertical plane；The every inside steel pipe and the outside steel pipe top being located on the outside of it are uniformly distributed Equipped with longitudinal distribution beam 47 together, the longitudinal direction distribution beam 47 is laid and itself and the perpendicular laying of existing road 39 in parallel；

Longitudinal direction distribution beam 47 described in 41 Zhong six of front side frame is laid in same level, the front side branch The first parallel with existing road 39 together transverse distribution beam 46 is provided on frame 41, the first transverse distribution beam 46 is supported in On first transverse distribution beam 46 described in six；

The middle bracket 42 includes two rows of structure snd size the first combination pier 49 all the same, and combination pier described in every row is equal The first combination pier 49 that extending direction including three along existing road 39 is laid from the front to the back is adjacent in combination pier described in every row It is fastenedly connected and is integrated by multiple the second vertical connection frames laid from the bottom to top between two the first combination piers 49； Six the first combination piers 49 in the middle bracket 42 divide three column to lay from left to right, the first combination pier 49 described in each column Include two along vertical bridge to the first combination pier 49 laid from the front to the back, described in two in the first combination pier 49 described in each column It is fastenedly connected and is integrated by the horizontal brace rod that multiple tracks is laid from the bottom to top between first combination pier 49；It is combined described in every row It is erected with the second transverse distribution beam 51 together on three the first combination piers 49 in pier, the second transverse distribution beam 51 is in water Plain cloth is set and it is parallel with existing road 39；

The rear side bracket 43 includes three structure snd size the second combination pier 50 all the same, three second combinations Pier 50 is laid from the front to the back along the extending direction of existing road 39；It is horizontal that one of third is erected on three the second combination piers 50 To distribution beam 52, the third transverse distribution beam 52 is in horizontal layout and it is parallel with existing road 39；

The first transverse distribution beam 46, the second transverse distribution beam 51 and third transverse distribution beam 52 are laid in same water In plane and three organizes the horizontal support structure that the top bearing frame is supported in pairs；

The top bearing frame includes girder and the steel pipe support 53 that is laid on the girder, the girder and steel pipe branch Frame 53 is along vertical bridge Xiang Bushe；The girder includes the Bailey beam 54 that multiple tracks is laid in from left to right in same level, per pass The Bailey beam 54 is along vertical bridge Xiang Bushe；Bailey beam 54 described in multiple tracks passes through multiple direction across bridge connections laid from front to back Frame, which is fastenedly connected, to be integrated；The rear end of Bailey beam 54 described in per pass is supported on the horizontal cushion cap 55 of abutment 48, the level The vertical built-in fitting limited to Bailey beam 54 is provided on cushion cap 55；

When being constructed using across the cast-in-place section construction bracket in abrupt slope side to end bay Cast-in-Situ Segment 38, process is as follows:

Step 401, construction bracket and protecting canopy frame are set up: after the completion of the construction of abutment 48, in abutment 48 and existing road Across the cast-in-place section construction bracket in abrupt slope side is set up between 39；

During setting up to across the cast-in-place section construction bracket in abrupt slope side, end bay beam is located in existing road 39 Protecting canopy frame 67 is set up in the road segment of 37 lower section of section；

Step 402, formwork erection: the abrupt slope side is held across the top of cast-in-place section construction bracket in step 401 On weight frame, the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment 38 is set up；

Step 403, end bay Cast-in-Situ Segment pouring construction: using forming panel described in step 402 to end bay Cast-in-Situ Segment 38 into Row pouring construction.

When practice of construction, between the front side frame 41 and middle bracket 42 and middle bracket 42 and rear side bracket 43 it Between horizontal space be 12m~15m；The length of the end bay Cast-in-Situ Segment 38 is 30m~35m, the rear side beam section and described The length of front side beam section is 5m~10m；

The cantilever girder segment that the end bay cantilever segment 60 is located at front end is front end segment；

Front side frame 41 described in step 401 is located at below the front end segment, the girder front end stretch to it is described before Below end segment section；The overhead height of the girder is lower than the bottom level of the front end segmental construction Hanging Basket；

The top bearing frame further includes being erected on steel pipe support 53 and propping up forming panel described in step 402 The formwork-support of support, the formwork-support are horizontal shore；

The front end of the steel pipe support 53 and the formwork-support stretches to the end bay of the abrupt slope side bridge section 59 lower section of closure segment.

In the present embodiment, it is girder dip section that the girder front end, which stretches to the segment below the front end segment, described It is fastenedly connected between girder dip section and the bottom plate of the front end segment by multiple vertical sunpenders 65.

The structure and position of three vertical supports are designed respectively, the middle bracket on abrupt slope is using double Pier is arranged, the rear side bracket on abrupt slope uses single pier, and three vertical supports form firm lower support system simultaneously Ensure support stability, the top bearing frame is composed using Bailey beam 54 with steel pipe support 53, cast-in-place meeting end bay While Duan Wengu is supported, will not end bay other beam sections construction impact.

In the present embodiment, the front side frame is located between the road surface and kerbstone 62 of existing road 39, and kerbstone 62 are located at 63 inside of bottom of slope inside cord on abrupt slope 40.

When practice of construction, the length of the end bay Cast-in-Situ Segment 38 is 30m~35m, the front side frame 41 and middle bracket Horizontal space between 42 and between middle bracket 42 and rear side bracket 43 is 12m~15m, and the rear side beam section and institute The length for stating front side beam section is 5m~10m, thus according to the length of end bay Cast-in-Situ Segment 38, the length of the rear side beam section, institute Horizontal space and middle bracket 42 and rear side bracket on front side of stating between the length of beam section, front side frame 41 and middle bracket 42 Horizontal space between 43, just can the installation position to three vertical supports carry out easy, accurate determination.

To three vertical supports structure and position optimize respectively while, by three vertical supports It is limited to laying parallel with existing road 39, not only easy construction, and while firm direction across bridge support is provided, can had Effect increases vertical bridge to bearing length and support strength, can provide firm support force from direction across bridge and vertical bridge to both direction, simultaneously The traffic safety of existing road 39 will not be impacted.

To further increase support stability, between the front side frame 41 and middle bracket 42 by it is multiple from left to right The 4th vertical connection frame laid, which is fastenedly connected, to be integrated, and each 4th vertical connection frame includes multiple tracks cloth from top to bottom If connecting rod.

In the present embodiment, the first combination pier 49 is identical with the structure of the second combination pier 50 and the two includes being anchored in Anchor pile on abrupt slope 40 and the second vertical steel pipe being fixed on right above the anchor pile, the anchor pile is armored concrete Stake, i.e. armored concrete anchor stake 66.

Also, the anchor pile bottom stretches to no less than 1m below the stability of slope line 64 on abrupt slope 40.

In the present embodiment, the anchor pile is that water mill bores caisson.

In this way, side slope or ambient enviroment will not be disturbed, can construct in lesser space, platform.Meanwhile hole quality compared with Good, hole wall zigzag can increase pile body bearing capacity.

In the present embodiment, the outer diameter of second vertical steel pipe is φ 0.6m~φ 0.7m.

In the present embodiment, the structure snd size of three well word steel buttresses 44 are all the same, the inside steel pipe be located at The horizontal space between the steel pipe of outside on the outside of it is 1m~1.5m, and the outer diameter of first vertical steel pipe is φ 0.6m~φ 0.7m。

When practice of construction, according to specific needs, to the outer diameter of second vertical steel pipe, first vertical steel pipe Horizontal space between outer diameter and the inside steel pipe and outside steel pipe on the outside of it adjusts accordingly respectively.

Since the front side frame belongs to abutment pier, the stability of the front side frame plays determinant, the front side frame Height be greater than 30m, and the present invention using " well " word steel pipe buttress (i.e. well word steel buttress 44) form enhance support stability, together When for guarantee abutment pier " well " word steel buttress four steel pipes can simultaneously stress, steel branch pier top first be arranged longitudinal direction distribution beam 47, then First transverse distribution beam 46 is set again, can avoid abutment pier and form bias effect, it is ensured that uniform force.

In the present embodiment, first vertical steel pipe be φ 630mm × 10mm steel pipe, adjacent first vertical steel pipe it Between connected using I-steel, the well word steel buttress 44 uses reinforced concrete Extended chemotherapy, is provided with longitudinal direction on the front side frame Distribution beam 47 (specifically using channel steel) and the first transverse distribution beam 46 (specifically using I-steel).

The middle bracket is located on abrupt slope 40 and it belongs to middle buttress, and the height of the middle bracket is 22m~25m, The stability and intensity of the middle bracket play determinant, therefore double joint line-styled is used to arrange, and used second is perpendicular It is thickeied to the steel pipe walls of steel pipe, while being not provided with longitudinal distribution beam 47.In addition, the middle bracket is connect with the front side frame It is integrated, the stability of high pier bracket (the i.e. described front side frame) can be further enhanced by the middle bracket.

In the present embodiment, used second vertical steel pipe is φ 630mm × 12mm steel pipe in the middle bracket, the steel pipe Wall thickness is 12mm.And the wall thickness of first vertical steel pipe is 10mm.

The rear side bracket is located at the slope edges on abrupt slope 40 and it belongs to middle buttress, and the height of the rear side bracket is 4m ~5m, the intensity of the rear side bracket plays determinant, therefore uses single arrangement, and diameter of steel tube increases wall thickness and thickeies, and can expire Sufficient intensity and stability requirement.

In the present embodiment, used second vertical steel pipe is φ 720mm × 12mm steel pipe in the rear side bracket, the steel pipe Wall thickness is 12mm.

In the present embodiment, the rear end of the girder is supported on the horizontal cushion cap 55 of abutment 48, horizontal cushion cap 55 with it is described By steel plate support pad between girder, and 54 rear end of Bailey beam is connected by pre-buried fashioned iron (i.e. vertical built-in fitting) in the girder It is integral, further increase support stability.The pre-buried fashioned iron is along the transverse bridge.

In the present embodiment, the well cabinet frame is using assembled form and it is by multiple steel buttress segments laid from bottom to up Be spliced, connected between neighbouring two steel buttresses segment using ring flange, ring flange having a size of 800 × 800 × 20mm is simultaneously connected using 12 × φ 27mm high-strength bolt.It is embedded at the top of the reinforced concrete base 45 perpendicular for fixing described first It is used to the pre-embedded steel slab of steel pipe, and after the steel reinforcement cage in the reinforced concrete base 45 and first vertical steel pipe welding C30 concrete is wrapped to form entirety.45 bottom of reinforced concrete base enters basement rock and is no less than 1.0m, and in design stability of slope 64 or less line is no less than 1.0m.

The girder uses the reinforced Bailey beam of lower boom (" 321 " type), totally 14 groups (2 × 4 groups of web, 2 × 2 groups of bottom plate, 2 × 1 groups of flange plate), Bailey beam is connected using 45cm flower stand, the fixed shellfish thunder of pre-buried fashioned iron on the horizontal cushion cap 55 of the abutment 48 Beam 54 prevents Bailey beam 54 from indulging bridge Xiang Yidong.

Since the middle bracket and the rear side bracket are respectively positioned on abrupt slope 40, to ensure stability of slope, opposite side is reduced The disturbance on slope, pile foundation pore-forming (the stake holes pore-forming of the i.e. described anchor pile) use artificial water mill drilled as holes construction technology, stake holes reinforcing bar Cage is exposed, and pile foundation concreting is reserved 50cm~80cm and do not poured, the vertical steel pipe outer wall welding of pile foundation steel bar cage and top Afterwards, remaining 50cm~80cm concrete is perfused and forms armored concrete package form, increases the bottom stability of steel buttress.

The top bearing frame further includes the cross-brace beam 56 being supported on the girder from front to back, cross described in multiple tracks Along the transverse bridge and it is laid in same level to supporting beam 56；Cross-brace beam 56 described in multiple tracks forms transverse direction Support construction, the steel pipe support 53 are supported on the bracing structure, and the left and right sides of the steel pipe support 53 is symmetrical Vertical protective fence 57 is installed, the vertical protective fence 57 is laid on the bracing structure.

In the present embodiment, the formwork-support includes longitudinal lumps of wood that multiple tracks is laid in from left to right in same level The lateral lumps of wood being laid in from the front to the back on the longitudinal direction lumps of wood described in multiple tracks with multiple tracks, the transverse direction lumps of wood described in multiple tracks are laid in same water In plane, the longitudinal direction lumps of wood is laid under the transverse direction lumps of wood edge and cross-bridges along bridge Xiang Bushe is indulged.

In the present embodiment, the length of the end bay Cast-in-Situ Segment 38 is 32.85m, back board width 12m, baseplate width 9.2m, 703.5m measures in edge of a wing board width 1.4m, deck-molding 7.5m, 0.55~1.65m of web thickness, end tabula plate thickness 1.8m, concrete side³, Length is designed using three dimension prestressing structure, belongs to high-altitude oblique abrupt slope super long mass end bay cast-in-place section construction, construction safety Risk is high.

In the present embodiment, horizontal space and the middle bracket between the front side frame and the middle bracket with Horizontal space between the rear side is 13.5m, and the horizontal space between the rear side bracket and abutment 48 is 7.5m.

When practice of construction, according to specific needs, between the front side frame and the middle bracket horizontal space, The horizontal space between horizontal space and the rear side bracket and abutment 48 point between the middle bracket and the rear side It does not adjust accordingly.

For the stability for enhancing Bailey beam 54 in the girder.Bailey beam uses beam structure, because of Bailey beam 54 and the One transverse distribution beam 46, the second transverse distribution beam 51 and third transverse distribution beam 52 are oblique, every group of Bailey beam 54 (two panels) There are unbalance stress to stablize under oblique state, causes Bailey beam 54 to be toppled under serious conditions.It, will be described in multiple tracks in the present embodiment Bailey beam 54 is fastenedly connected by multiple direction across bridge connection frames laid from front to back and is integrated, and the direction across bridge connection frame For I-steel along the transverse bridge, the spacing between the two neighboring direction across bridge connection frame in front and back is 5.5m~6.5m.It is real When border is constructed, Bailey beam 54 and the first transverse distribution beam 46, the second transverse distribution beam 51 and third transverse distribution beam are gone through Whether the contact surface between 52 is closely knit, if leakiness is closely knit using the steel plate support pad of different-thickness；Simultaneously in abutment cushion cap Upper pre-buried fashioned iron, fixed Bailey beam 54 can effectively prevent Bailey beam 54 and vertical and horizontal movement occur.

When setting up in step 401 to across the cast-in-place section construction bracket in abrupt slope side, make front side frame 41 and middle part Horizontal space between bracket 42 and between middle bracket 42 and rear side bracket 43 is 12m~15m, and the rear side beam section Length with the front side beam section is 5m~10m.

Forming panel described in step 402 is abrupt slope side across forming panel 58.

In the present embodiment, the cross-brace beam 56 is channel steel, channel steel is laid in Bailey beam 54, and install on channel steel Bowl fastening type steel pipe support.

Across being used in forming panel 58 with a thickness of 1.5cm bamboo slab rubber as bed die, bed die absolute altitude is used for the abrupt slope side The jacking adjustment installed on steel pipe support 53.External mold use punching block, interior side form use combined steel, drawing-die muscle spacing be 80 × 100cm, interior backform use bamboo slab rubber.

The protecting canopy frame 67 can prevent falling object from high altitude.

In the present embodiment, it is girder dip section that the girder front end, which stretches to the segment below the front end segment, described It is fastenedly connected between girder dip section and the bottom plate of the front end segment by multiple vertical sunpenders 65.Thus, it can be into one Step ensures the stability and support stationarity of bracket, while the linear of construction molding end bay beam section can be effectively ensured.It is multiple described Vertical sunpender 65 is laid from left to right along direction across bridge.

In the present embodiment, the anchor pile diameter is φ 100cm, using single pile list pier, because anchor pile is located in side slope, by Orographic condition limitation, to prevent side slope from disturbing, pile foundation is constructed using manually digging hole, and lock uses armored concrete, and pile foundation is deep The not small 1.0m of basement rock, into stability of slope line under be not less than 1.0m.Pile foundation, which is poured to stake top, is arranged pre-embedded steel slab and lower margin spiral shell Bolt facilitates vertical steel pipe to connect.

In the present embodiment, after the completion of across the cast-in-place section construction bracket in abrupt slope side is set up, also need to the abrupt slope side Across cast-in-place section construction bracket carries out precompressed, and uses sandbag or precast concrete block progress precompressed, the intensity and stability of checking bracket, The inelastic deformation of entire bracket and the sedimentation and deformation of ground are eliminated, the flexible deformation of bracket is measured, using points of 6 grades loads, 20%, 40%, 60%, 80%, 100% and 120% for taking builder's tonnage respectively are loaded, unloading measurement after the completion of load, Determine the flexible deformation and inelastic deformation value of bracket.To propose in flexible deformation value, setting of ground value and Construction control because The camber superposition that other factors need to be arranged, calculates the camber that should be used when construction, adjusts bottom by the camber of calculating Mould absolute altitude.Precompressed record: precompressed overall process should all perform record.

In step 403 when end bay Cast-in-Situ Segment pouring construction, first assembling reinforcement simultaneously installs corrugated conduit, then carries out concrete filling Note.

In step 3 in secondary across closure segment carry out construction and to the end bay closure segment 59 of the bridge pier side bridge section into Centering bridge in construction and step 6 is carried out when row construction, in step 5 to the end bay closure segment 59 of the abrupt slope side bridge section When being constructed in section 68 across closure segment, it is all made of closure segment hanger and constructs.Thus, using conventional closure segment hanger Method, in secondary across closure segment, in the end bay across closure segment and the bridge pier side bridge section and the abrupt slope side bridge section Closure segment 59 is constructed.

When constructing to the end bay closure segment 59 of the abrupt slope side bridge section, using the abrupt slope side across cast-in-place Section construction bracket is constructed, and can further ensure that working security.In the present embodiment, to the side of the abrupt slope side bridge section When being constructed across closure segment 59, constructed using closure segment hanger.The closure segment hanger using the abrupt slope side across Cast-in-place section construction bracket carries out easy, Fast Installation.

In the present embodiment, Hanging Basket described in step 2 is double limb triangle hanging baskets.

In the present embodiment, the closure segment hanger is double limb triangle hanging baskets.Thus, using double limb triangle hanging baskets As the closure segment hanger.

As shown in Figure 6, Figure 7, double limb triangle hanging baskets include main couple above constructed cantilever girder segment 1, It is hung positioned at the underface of the main couple and the template system to the progress molding construction of cantilever girder segment 1 and by 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 is connected It is connected in one；The cantilever girder segment 1 is concrete box girder；

The main couple includes that preceding upper beam 8, rear upper beam 9 and two are symmetrically laid in 1 or so top of cantilever girder segment 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 in horizontal layout and three along the transverse 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 The structure snd size of frame 2, two triangular trusses 2 are all the same and the two is arranged vertically, two triangles Truss 2 is fastenedly connected along vertical bridge Xiang Bushe and therebetween by multiple transverse links 3 and is integrated；Four in the main couple The triangular truss 2 is laid on same plane, and the front end of four triangular trusses 2 is fastened with preceding upper beam 8 Connection, the rear end of four triangular trusses 2 is fastenedly connected with rear upper beam 9.

As shown in Figure 6, Figure 7, the template system includes positioned at the internal model 10 of 1 inside of cantilever girder segment, positioned at cantilever beam The end template 4 of 1 bottom of segment, the bottom support frame being supported positioned at the lower section of end template 4 and to end template 4 and two are right respectively Claim the outer side mold 6 for being laid in 1 left and right sides of cantilever girder segment, the outside of each outer side mold 6 is provided with side form support frame 7；The bottom support frame includes positioned at the preceding lower beam 11 of 4 front side lower section of end template and behind 4 rear side lower section of end template Lower beam 12, the preceding lower beam 11 and rear lower beam 12 in horizontal layout and the two along the transverse bridge, it is described front lower Crossbeam 11 is located at the underface of preceding upper beam 8；Internal model support frame 17 is provided on the inside of the internal model 10；

The lifting system includes the bed die lifting structure that lifting is carried out to the bottom support frame, two bilateral symmetry cloth And if to side form support frame 7 carry out lifting side form lifting structure and to internal model 10 carry out lifting internal model lifting structure, two The side form support frame 7 is laid in the left and right sides of cantilever girder segment 1 respectively；The bed die lifting structure include be connected to before on The preceding vertically sunpender 13 of bed die between crossbeam 8 and preceding lower beam 11 and the bottom being connected between the main couple and rear lower beam 12 Vertical sunpender 14 after mould, each side form lifting structure include the side before being connected between upper beam 8 and side form support frame 7 Vertical sunpender 16 after the preceding vertical sunpender 15 of mould and the side form being connected between rear upper beam 9 and side form support frame 7, the internal model mention Hanging structure includes vertical sunpender 19 and having poured on rear side of being connected to before internal model before being connected between upper beam 8 and internal model support frame 17 Vertical sunpender 20 after internal model between beam section 18 and internal model support frame 17, it is positioned at cantilever girder segment that the rear side, which has poured beam section 18, 1 rear side 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, the preceding upper beam 8, rear upper beam 9, preceding lower beam 11 and rear lower beam 12 are fashioned iron, institute Stating side form support frame 7 is the vertical supporting truss assembled by plurality of rods part.

As shown in fig. 7, the side form traveling skid beam 21 together is provided on the outside of two outer side molds 6, described in per pass Side form traveling skid beam 21 is passed through from the top of a side form support frame 7, and each side form support frame 7 is supported in one In side form traveling skid beam 21 described in road；The symmetrical laying of side form traveling skid beam 21 described in twice, the side form traveling skid beam 21 in horizontal layout and it is along vertical bridge Xiang Bushe；

Vertical sunpender 15 is the vertical sunpender before being connected between upper beam 8 and side form traveling skid beam 21 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 support frame 17 includes multiple internal model truss being supported in internal model 10 from front to back, It is fastenedly connected and is integrated by longitudinal connecting member between multiple internal model truss；Each internal model truss includes in vertical From top to bottom it is laid in that the truss is intrinsic laterally to be propped up to the truss ontology and multiple tracks laid and be supported to internal model 10 Transverse support bar 22 described in strut 22, the truss ontology and multiple tracks is laid on same vertical plane；

The internal model 10 includes the inner side template that cope plate and two are symmetrically laid in lower section at left and right sides of the cope plate； The truss ontology include be supported in horizontal shore below the cope plate and two be symmetrically connected to it is described horizontally-supported Below at left and right sides of frame and to the vertical supports that the inner side template is supported, 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 in the internal model support frame 17, the internal model traveling skid beam 29 is in water Plain cloth is set and it is along vertical bridge Xiang Bushe, and the internal model support frame 17 is supported in internal model traveling skid beam 29 described in twice, 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 It is connected to the vertical sunpender of preceding upper beam 8 and 29 front end of internal model traveling skid beam, 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 ontology is laid in internal model 10, the truss ontology and two inner side templates It is arranged vertically.

The longitudinal connecting member is along vertical bridge to the longitudinally connected bar of 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 ontology along the transverse 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 is symmetrically arranged；The internal model The quantity of vertical sunpender 20 is two groups afterwards, and vertical sunpender 20 is symmetrically arranged 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 on same vertical plane from left to right；

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

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 the column and be located at that stringer, bottom are installed on the stringer The preceding brace and rear brace of the column front and rear sides, the stringer, 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 connection, between the column bottom, the preceding brace bottom and the rear brace bottom and the stringer It connects in hinged way；

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

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 between rod piece using steel pin in the triangular truss 2.

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 lower beam 12, vertical sunpender 14 after the bed die It is connected between upper beam 23 and rear lower beam 12.

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

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

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

Meanwhile double limb triangle hanging baskets further include 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, 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 Xiang Bushe.

In the present embodiment, as shown in figure 9, the long rails 26 include having poured beam section on rear side of multiple tracks is laid in from front to back 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 on rail 26-2 described in twice, the lower transverse beam 26-1 and upper transverse beam from front to back Along the transverse bridge, the vertical rail 26-2 is along vertical bridge Xiang Bushe by 26-3；

Upper transverse beam 26-3 described in lower transverse beam 26-1 and multiple tracks described in multiple tracks is connected by indulging rail 26-2 fastening 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-buried in beam section 18 Part 27 is fixed on rear side and has poured 18 top of beam section；The built-in fitting includes pre-buried spiral and is installed on the pre-buried screw-thread steel Stop nut on muscle, the stop nut are located above upper transverse beam 26-3, and the pre-buried spiral is arranged vertically；

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

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

Also, lower beam 12 is located at the underface of the column after described.

When practice of construction, according to specific needs, the position of rear lower beam 12 is adjusted accordingly.

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 increase 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 is 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 support and long rails 26 and plays lubricating action, the rear support is used 26 lower edge of track rolls inverse buckling wheel along longitudinal direction, can move forward under the thrust of 2 centre-hole jacks.

In the present embodiment, the weight 4380kN of the pier top beam section 35, average deck-molding 15.696m；Each cantilever girder segment 1 Weight is 2300kN or more.Flange plate root thickness 0.87m, the end thickness 0.27m of the rigid frame-continuous girder.Outermost is perpendicular To deformed bar center away from 8.96m.The rigid frame-continuous girder sets three dimension prestressing, and longitudinal maximum prestress beam is 27 straight Diameter 15.2mm, the steel strand wires that strength grade is 1860MPa.Web vertical uses double 32 fining twisted steel of Φ, and top plate uses 5 The flat anchor 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 while meeting construction demand, is subsequently encountered similar engineering since main couple is using double truss (i.e. truss group) Truss group can be divided into two and meet general bridge cradle construction requirement, save the cost.

Hanging Basket stress is mainly transmitted 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 further include having poured in beam section 18 on rear side of left and right two is symmetrically laid in Anchor structure is secretly buried, each described secretly bury is respectively connected with the auxiliary rod 31 below anchor structure；

The connector 30 for secretly burying anchor structure and including embedded bar 32 and being connect with 32 bottom end of embedded bar, it is described pre- It buries 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 in vertically to Laying and the two are respectively positioned on the surface of rear lower beam 12, and rear side has poured beam section at 30 bottom end of connector and its present position 18 bottom surface flush；The auxiliary rod 31 is arranged vertically, and 31 upper end of auxiliary rod and the fastening of connector 30 connect It connects, 31 lower end of auxiliary rod is connect with rear lower beam 12；The embedded bar 32, connector 30 and be located at connector 30 just The auxiliary rod 31 of lower section is laid on same vertical line, and the auxiliary rod 31 is reinforcing bar, and the connector 30 is connection 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 thick, width is big, volume is big and weight weight, the rear side The pre-buried connector 30 for being used to install auxiliary rod 31 in the bottom plate of beam section 18 is poured, the connector 30 is arranged vertically and it Positioned at the surface of rear lower beam 12, to have poured the bottom surface of beam section 18 equal with rear side at its present position for 30 bottom end of connector Together.The auxiliary rod 31 is arranged vertically, and 31 upper end of auxiliary rod is fastenedly connected with connector 30, the auxiliary hanging 31 lower end of bar is connect with rear lower beam 12.The quantity of the auxiliary rod 31 is two, two symmetrical cloth of the auxiliary rod 31 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, realizing that cradle bottom effectively anchors by auxiliary rod 31, and it can solve rear 12 part of lower beam and hold Carry power overrun issues, it is ensured that construction safety.Before moving Hanging Basket, it will only need to auxiliary rod 12 and back-out out of connector 30, then just Often carry out hanging basket advancing.The above-mentioned anchoring process combined based on connector 30 with auxiliary rod 31 is easy to operate, safety Reliably, and in the beam bottom that rear side has poured beam section 18 it will not leave behind " scar ".

Firm to meet anchoring, the rear side has poured and has been embedded with embedded bar 32 in beam section 18, the embedded bar 32 Bottom end is connect with connector 30, and the length of the embedded bar 32 is not less than 1.2m, and the embedded bar 32 is arranged vertically And its surface for being located at auxiliary rod 31,31 upper end of the auxiliary rod are connect with connector 30.

When practice of construction, the embedded bar 32 secretly buries anchor structure with the composition of connector 30.

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 located at horizontal 33 top of backing plate, are provided with the through-hole passed through for embedded bar 32 in the middle part of the horizontal 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 section 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 1 front side of cantilever girder segment, the front end mould Plate is supported on end template 4 and it is located between two outer side molds 6.The front-end template, internal model 10, end template 4 and outer Side form 6 is all made of truss piece and steel form.

The outer skeleton and truss of the outer side mold 6 are welded by channel steel group, and panel uses 6mm cold-rolled steel sheet.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 sunpender 15 vertical before side form and skid beam 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 sunpender 16 vertical after side form On, wherein the middle cross beam and the column are on perpendicular, and wherein the middle cross beam is along the transverse bridge and it is connected to four institutes It states on the stringer of triangular truss 2.Rear hanger is equipped with after the side form between vertical sunpender 16 and side form traveling skid beam 21, after There is rolling bearing on hanger, when Hanging Basket is walked, side form traveling skid beam 21 is slided along rear hanger together with outer side mold 6.

When Hanging Basket is walked, before preceding lower beam 11 is hung on upper beam 8, rear lower beam 12 is hung in side form traveling skid beam 21, It moves forward with the main couple is synchronous.

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

As shown in Figure 11, Figure 12, the transverse support bar 22 and the truss ontology along the transverse bridge, the transverse direction Support rod 22 is in horizontal layout.

The horizontal shore is pull pin-connected panel support frame, and the pull pin-connected panel support frame includes middle bracket 1-3 The side bracket 1-4 for being symmetrically laid in the left and right sides of middle bracket 1-3 with two and can be carried out horizontal pulling, the middle part branch Frame 1-3 and two side bracket 1-4 are arranged vertically；Two side bracket 1-4 are laid in same vertical plane On, the middle bracket 1-3 is located at the front side or rear side of side bracket 1-4；The middle bracket 1-3 and two side branch Frame 1-4 is the plane girder being arranged vertically, and the middle bracket 1-3 includes the first top boom 1-3-1, is located on first The first lower boom 1-3-2 and Duo Gen immediately below chord member 1-3-1 is connected to the first top boom 1-3-1 and the first lower boom 1-3-2 Between the first web member 1-3-3, each side bracket 1-4 includes the second top boom 1-4-1, is located at the second top boom 1-4- The second lower boom 1-4-2 and Duo Gen immediately below 1 is connected to the between the second top boom 1-4-1 and the second lower boom 1-4-2 Two web member 1-4-3；The first top boom 1-3-1 and the second top boom 1-4-1 be the cope plate is supported it is upper Formboard supporting rod, the first lower boom 1-3-2 and the second lower boom 1-4-2 are to lay in the straight-bar and the two of horizontal layout In in same level；

The inner end of the second top boom 1-4-1 is equipped 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 be in it is parallel lay and its with The second perpendicular laying of top boom 1-4-1；The upper horizontal company of multiple confessions respectively is provided on the first top boom 1-3-1 from left to right The upper Level tune hole 1-6 of fitting 1-5 installation；

The inner end of the second lower boom 1-4-2 is equipped 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 be in it is parallel lay and its with The second perpendicular laying of lower boom 1-4-2；The lower horizontal company of multiple confessions respectively is provided on the first lower boom 1-3-2 from left to right Fitting 1-7 installation is lauched Heibei provincial opera knothole 1-8；

The upper Level tune hole 1-6 and to be lauched Heibei provincial opera knothole 1-8 be elongate holes.

In the present embodiment, the first top boom 1-3-1 of all middle bracket 1-3 passes through described vertical in the truss ontology 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 ontology 4-1, which passes through the longitudinal connecting member and is fastenedly connected, to be integrated, and all side bracket 1-4 on right side are located in the truss ontology The second top boom 1-4-1 pass through the longitudinal connecting member and be fastenedly connected and be integrated.

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 upper end vertical supporting bar 1-9 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 fashioned iron 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 The outer end of horizontal screw thread bar at left and right sides of flat thread sleeve, each horizontal screw thread bar is 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, two side bracket 1-4 can be synchronized and taken out according to actual support demand Draw, pull in place after, using upper horizontal connector 1-5 and lower horizontal connector 1-7 by two side bracket 1-4 in Portion's bracket 1-3 connection, completes the coarse tuning process of the utility model；Later, the utility model is supported in internal model 10.

Due to upper Level tune hole 1-6 and to be lauched Heibei provincial opera knothole 1-8 be elongate holes, the utility model is supported in After in mould 10, in recyclings Level tune hole 1-6 be lauched Heibei provincial opera knothole 1-8 in the horizontal direction to two side brackets 1-4 is finely adjusted, to realize the utility model to the firm support purpose of internal model 10.

As shown in Figure 10, double limb triangle hanging baskets further include bed die adjustment structure；The bed die adjustment structure includes cloth Set on the rear side baffle 2-2 of 4 back side top of end template, above end template 4 and to 1 bottom of cantilever girder segment carry out molding apply The beam bottom mother plate 2-4 of work, the rear side baffle 2-2 are arranged vertically；It is husky between the beam bottom mother plate 2-4 and end template 4 Sub- 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 the transverse bridge, it is described Rear side baffle 2-2 and front-end template 2-7 is installed in two and is symmetrically laid between the side template 6 of 4 left and right sides of end template；

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 the rear beam bottom mother plate 2-4, 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 the front-end template 2-7 being arranged vertically and two side templates 6 surround sand interstitital texture 2-5's 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, 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, the limit beam 2-9 limited to rear side baffle 2-2, the limit are provided on the end template 4 Position beam 2-9 in horizontal layout and its along the transverse bridge, the limit 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 on the end template 4 It states 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.

When practice of construction, end template 4 need to only be declined, and by the corresponding lengthening of two side templates 6, 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 on interstitital texture 2-5.In this way, just can be formed by end template 4, rear side baffle 2-2, sand filling The double-deck bed die of structure 2-5 and beam bottom mother plate 2-4 composition can effectively solve Hanging Basket bed die overlap joint problem.

Meanwhile bed die adjustment structure further includes the cross beam support bar 2-15 being supported to rear lower beam 12, it is described Cross beam support bar 2-15 is skewed horizontal load bar and its top branch is withstood on rear lower beam 2-12, the bottom cross beam support bar 2-15 Support is in water on pier 36.

In the present embodiment, the bottom cross beam support bar 2-15 is 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# beam 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 section connecting with 0# beam section front end.

Junction between the 0# beam section and 1# beam section is the bottom plate of 1# beam section rear end junction at changes of section Bottom plate for knick point, 0# beam section end section is 45 ° of slopes, and 1# sections of beam bottom longitudinal slopes areThus 1# beam section construction Lower beam 12 is located at 45 ° of slope positions after middle Hanging Basket, and the normal bed die of Hanging Basket is caused to be lower than the design position of 1# beam section bottom plate About 90cm or so, Hanging Basket bed die can not be closely connected with the beam bottom of 1# beam section, while vacantly to easily lead to bed die unstable for bed die, in use After stating the double-deck bed die, bed die overlap joint problem can effectively solve, while because 1# beam section beam bottom longitudinal slope is larger, using for the 0# that constructs The cross beam support bar 2-15 being supported to rear lower beam 12 is added on the calf support (i.e. triangle bracket 14) of beam section, is increased The stability of bed die.The quantity of the cross beam support bar 2-15 is twice, and cross beam support bar 2-15 described in twice is respectively supported at The bottom of the front and rear sides of lower beam 12 afterwards, the cross beam support bar 2-15 is supported on triangle bracket 2-14 and at the top of it Branch is withstood on rear lower beam 12.The triangle bracket 2-14 is pier top bracket.

Since 1# beam section beam bottom longitudinal slope is larger, Hanging Basket bed die is there are horizontal thrust when casting concrete, the bilayer in addition Bed die and rear side have poured 18 concrete of beam section overlapped that frictional force is relatively small, thus the stabilization of rear lower beam 12 be it is crucial, use Cross beam support bar 2-15 described in twice can effectively solve bed die stable problem.

During practice of construction, when large span rigid frame-continuous girder is usually non-uniform beam, non-uniform beam refer to moment of flexure compared with General goal uses biggish section, uses lesser section in moment of flexure smaller part.The beam that this section changes along axis referred to as becomes and cuts Face beam.It is carried out in work progress using cantilever beam section of the Hanging Basket to rigid frame-continuous girder, when constructed cantilever beam section is by multiple outstanding When the non-uniform beam that arm 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 tilt angle (i.e. beam bottom longitudinal slope angle) it is different when, connection between two neighboring cantilever beam section Place is just knick point.For example, the end section of a upper cantilever beam section is 45 ° of slopes, and the beam bottom of next cantilever beam section is vertical Slope is 11 °, and lower beam is located at 45 ° of slope positions after Hanging Basket in the construction of next cantilever beam section in this way, is leading to Hanging Basket just Normal bed die is lower than the design position corresponding height of current constructed cantilever beam section bottom plate, and bed die is caused to be difficult to the problem of overlapping.Cause And the above problem can effectively solve using bed die adjustment structure.

In addition, being carried out in work progress using cantilever girder segment 1 of the Hanging Basket to rigid frame-continuous girder, when constructed cantilever beam section Section 1 is non-uniform beam, and when the lumen width of constructed cantilever girder segment 1 is gradually increased from the front to the back, internal model braced frame In the width of each internal model truss need to accordingly be adjusted.But internal model truss used by nowadays is fixed truss, knot 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 cover 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 It solves the above problems, it is easy to operate, it is particularly suitable for the construction site more than 1 quantity of cantilever girder segment.

In the present embodiment, using double limb triangle hanging baskets from back to front to the multiple described outstanding of the cantilever construction beam section When arm girder segment 1 is constructed respectively, process is as follows:

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

Step A1, Hanging Basket is installed: being installed double limb triangle hanging baskets in pier top beam section 35, and is hung 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, comprising the following steps:

Step B1, double limb triangle hanging baskets hanging basket advancing: are translate forward into applying to next cantilever girder segment 1 Station sets 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 repetition steps 2022, until completing the work progress of the cantilever beam section.

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

When carrying out Hanging Basket cantilever construction in step B2, pre-buried two described are secretly buried in current constructed cantilever girder segment 1 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, and proposed adoption sandbag precompressed construction cooperates precompressed using tower crane.

When carrying out Hanging Basket cantilever construction in step A2 and step B2, first to the reinforcing bar in current constructed cantilever girder segment 1 Cage and prestress pipe are installed；And then concrete perfusion, two web concretes symmetrically specifically are perfused extremely from front to back At lower chamfering, then by bottom plate is perfused after going to again, continue symmetrical layering perfusion web concrete after the completion of bottom plate perfusion, finally It is poured concrete roof.Concrete vibrating is vibrated using poker vibrator, and the skylight that vibrates is arranged in internal model.It is inserted into thickness of vibrating Degree is 30cm, is 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 when bubble evolution, prevents in concrete There are gaps.After the completion of filling concrete, surface is covered with geotextiles, and sprinkling maintenance, remains concrete surface humidity, Maintenance number of days 7 days or more.The health of bottom surface and side is carried out simultaneously.Reach design to institute's concrete perfusion intensity and elasticity modulus After it is required that, the construction of prestressed stretch-draw mud jacking is carried out immediately.After the completion of the construction of prestressed stretch-draw mud jacking, after cement slurry final set Carry out hanging basket advancing.

The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention Technical spirit any simple modification to the above embodiments, change and equivalent structural changes, still fall within skill of the present invention In the protection scope of art scheme.

Claims

1. a kind of asymmetric rigid frame-continuous girder construction technology, it is characterised in that: constructed asymmetric rigid frame-continuous girder is mixed It coagulates soil box beam and it is formed by connecting by middle bridge section (68), secondary middle bridge section (69) and two end bay beam sections (37), described in two End bay beam section (37) is respectively bridge pier side bridge section and the abrupt slope side bridge section above abrupt slope (40), the middle bridge Section (68) is connected in the bridge pier side bridge Duan Yuci between bridge section (69), it is described time in during bridge section (69) is connected to Between bridge section (68) and the abrupt slope side bridge section；The both ends of the bridge pier side bridge section are respectively supported at the first bridge pier On (36-1) and the second bridge pier (36-2), the both ends of the middle bridge section (68) are respectively supported at the second bridge pier (36-2) and third On bridge pier (36-3), the both ends of bridge section (69) are respectively supported at third bridge pier (36-3) and the 4th bridge pier (36-4) in described time On, the both ends of the abrupt slope side bridge section are respectively supported on the 4th bridge pier (36-4) and abutment (48), first bridge pier (36-1), the second bridge pier (36-2), third bridge pier (36-3), the 4th bridge pier (36-4) and abutment (48) are armored concrete knot Structure；

Each end bay beam section (37) is connect by end bay Cast-in-Situ Segment (38), end bay closure segment (59) with end bay cantilever segment (60) Composition, the end bay closure segment (59) are connected between end bay Cast-in-Situ Segment (38) and end bay cantilever segment (60)；The abrupt slope side The end bay Cast-in-Situ Segment (38) of bridge section is supported on abutment (48), end bay Cast-in-Situ Segment (38) support of the bridge pier side bridge section In the first bridge pier (36-1)；

The middle bridge section (68) by two across cantilever segment and be connected to two it is described in across between cantilever segment across closing up Section is formed by connecting, it is described time in bridge section (69) by two times across cantilever segment and be connected to two in described time across cantilever segment it Between time in be formed by connecting across closure segment；

The end bay cantilever segment (60), it is described in across cantilever segment and it is described time in across cantilever segment be cantilever construction beam section and three It is spliced from multiple along vertical bridge to the cantilever girder segment (1) laid from back to front；

Close to the second bridge pier (36-2) in the end bay cantilever segment (60) of the bridge pier side bridge section, the middle bridge section (68) It is connect with the pier top beam section (35) being supported on the second bridge pier (36-2) in described across cantilever segment and three and the second bridge pier (36-2) forms the first T structure, in the middle bridge section (68) close to third bridge pier (36-3) it is described in across cantilever segment, described time In middle bridge section (69) close to third bridge pier (36-3) it is described time in across cantilever segment be supported on third bridge pier (36-3) Pier top beam section (35) connection and three and third bridge pier (36-3) form the 2nd T structure, it is close in bridge section (69) in described time 4th bridge pier (36-4) it is described time in across cantilever segment, the abrupt slope side bridge section end bay cantilever segment (60) be supported in Pier top beam section (35) connection and three and the 4th bridge pier (36-4) on 4th bridge pier (36-4) form the 3rd T structure；

The abrupt slope side bridge section is across existing road (39) and the angle between existing road (39) is 60 °~75 ° Beams of concrete, the end bay Cast-in-Situ Segment (38) of the abrupt slope side bridge section is located above abrupt slope (40), and the abrupt slope (40) is Side slope on the outside of existing road (39), the slope angle of the abrupt slope (40) are 60 °~70 °；

Step 1: pier top beam section is constructed: to the pier on the second bridge pier (36-2), third bridge pier (36-3) and the 4th bridge pier (36-4) Top beam section (35) is constructed respectively；

Before constructing to pier top beam section (35), first in the second bridge pier (36-2), third bridge pier (36-3) and the 4th bridge pier The pier top of (36-4) installs the bracket for pier top beam section (35) of constructing respectively；

Step 2: T structure cantilever and bridge pier side are across cast-in-place section construction: using Hanging Basket to the first T structure, the 2nd T structure and the 3rd T structure point Not carry out cantilever construction, while using adhesion type high-altitude assembly bracket to the end bay Cast-in-Situ Segment (38) of the bridge pier side bridge section It constructs；

When carrying out cantilever construction to the first T structure using Hanging Basket, first two before and after the pier top beam section (35) on the second bridge pier (36-2) The Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the first T structure using two Hanging Baskets Step is constructed；

When carrying out cantilever construction to the 2nd T structure using Hanging Basket, first two before and after the pier top beam section (35) on third bridge pier (36-3) The Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 2nd T structure using two Hanging Baskets Step is constructed；

When carrying out cantilever construction to the 3rd T structure using Hanging Basket, first two before and after the pier top beam section (35) on the 4th bridge pier (36-4) The Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 3rd T structure using two Hanging Baskets Step is constructed；

Adhesion type high-altitude assembly bracket include be located at high-altitude bracket on the inside of the first bridge pier (36-1) and it is multiple from top to bottom The adhesion type connection structure of laying, the high-altitude bracket is along the transverse bridge and it passes through multiple adhesion type connection structures (4-4) is fixedly secured on the first bridge pier (36-1), and the adhesion type connection structure (4-4) is in horizontal layout；First bridge Pier (36-1) includes pile foundation (4-5), the horizontal cushion cap (4-6) being supported on pile foundation (4-5) and is laid in horizontal cushion cap (4- 6) pier shaft (4-7) on, the pier shaft (4-7) are hollow pier；

The high-altitude bracket is the vertical supports that height is not less than 50m, and the vertical supports are divided into multiple bracket 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, are passed 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 inside steel pipes and two Outside steel pipe, is provided with the outside steel pipe on the outside of the every inside steel pipe, between two inside steel pipes, Pass through multiple tracks between two outside steel pipes and between the every inside steel pipe and outside steel pipe on the outside of it The steel pipe connecting rod from top to bottom laid, which is fastenedly connected, to be integrated；Four inside steel pipes in the vertical supports are along cross-bridges To being laid on same vertical plane from left to right, 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 inside steel pipes is supported on horizontal cushion cap (4-6)；

There are four respectively for the anchor pile (4-8) of outside steel pipe bottom support, institute for setting on the inside of the horizontal cushion cap (4-6) Anchor pile (4-8) is stated to be arranged vertically；Anchor pile (the 4- is 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) He Sidao horizontal brace rod (4-11), the company Connect crossbeam (4-9) in horizontal layout and its along the transverse bridge, the connecting cross beam (4-9) passes through the fastening of more pull rods (4-10) It is fixed on the inner sidewall of pier shaft (4-7)；Pass through the water together between the every inside steel pipe and connecting cross beam (4-9) Flushconnection bar (4-11) is fastenedly connected；The more pull rods (4-10) are laid in from left to right in same level and it is fixed On the inner sidewall of pier shaft (4-7), the pull rod (4-10) is in horizontal layout and it is along vertical bridge Xiang Bushe；The every pull rod The outer end of (4-10) is each attached on connecting cross beam (4-9), and the inner end 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 inner sidewall of pier shaft (4-7)；The inner sidewall of the pier shaft (4-7) On be provided with multiple pull rod mounting holes passed through for pull rod (4-10), 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；

When being constructed using adhesion type high-altitude assembly bracket to the end bay Cast-in-Situ Segment (38) of the bridge pier side bridge section, Process is as follows:

Step 2011, adhesion type high-altitude assembly bracket are set up: to set up assembly branch in adhesion type high-altitude on the inside of the first bridge pier (36-1) Frame；

Step 2012, formwork erection: it is taken on the assembly bracket of the adhesion type high-altitude described in step 2011 and the first bridge pier (36-1) If formwork-support, and the forming panel that end bay Cast-in-Situ Segment (38) are carried out with molding construction is set up in the formwork-support；Institute Stating formwork-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 (38) into Row pouring construction；

Step 3: secondary middle bridge section is closed up with bridge pier side bridge section: to secondary middle bridge section (69) time in across closure segment progress Construction is completed time middle bridge section (69) and is closed up；Meanwhile the end bay closure segment (59) of the bridge pier side bridge section is applied Work is completed time bridge pier side bridge section and is closed up；

Step 4: abrupt slope side is across cast-in-place section construction: setting up cast-in-place section construction bracket on abrupt slope (40), and utilize described cast-in-place Section construction bracket constructs to the abrupt slope side across the end bay Cast-in-Situ Segment (38) of Cast-in-Situ Segment；

Step 5: abrupt slope side closes up across Cast-in-Situ Segment: it constructs to the end bay closure segment (59) of the abrupt slope side bridge section, Time abrupt slope side bridge section is completed to close up；

Across closing up in Step 6:: constructing in centering bridge section (68) across closure segment, bridge section (68) is closed up in completion.

2. a kind of asymmetric rigid frame-continuous girder construction technology described in accordance with the claim 1, it is characterised in that: in step 2011 The 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, described Connecting cross beam (4-9) is installed between pier shaft (4-7) and outer locking nut；The inner end of the every pull rod (4-10) is set with Internal locking nut, the internal locking nut are located in the inner cavity of pier shaft (4-7).

3. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 1 or 2, it is characterised in that: step 2 Described in pull rod mounting hole be drawing-die muscle hole, drawing-die muscle hole be for pier shaft (4-7) molding construction pier shaft forming panel The through-hole that the template lacing wire of drawknot passes through is carried out, the pier shaft forming panel includes pier shaft external mold and is laid in the pier shaft external mold The pier shaft internal model of inside, the template lacing wire are the horizontal drawknot steel being connected between the pier shaft external mold and the pier shaft internal model Muscle；

It is laid in vertical supports described in step 2011 formwork-support (4-12), the formwork-support (4-12) is level Support frame；

The horizontal shore includes that the lower beam (4-13) that is laid in same level of twice, multiple tracks are laid in from left to right Horizontal girder (4-14) and multiple tracks in same level are laid in the upper beam (4-15) in same level from front to back, and four Inside steel pipe top described in root is provided with the lower beam (4-13), four outside steel pipe tops together and is provided with one of institute It states lower beam (4-13), horizontal girder (4-14) described in per pass is laid on lower beam described in twice (4-13), described in per pass Upper beam (4-15) is laid on horizontal girder described in multiple tracks (4-14)；The lower beam (4-13) and upper beam (4-15) are equal Along the transverse bridge, the horizontal girder (4-14) is along vertical bridge Xiang Bushe；It props up the inner end of horizontal girder described in per pass (4-14) It supports on pier shaft (4-7).

4. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 1 or 2, it is characterised in that: step 4 Described in cast-in-place section construction bracket be across the cast-in-place section construction bracket in abrupt slope side；

Across the cast-in-place section construction bracket in abrupt slope side include three along vertical bridge to being laid in end bay Cast-in-Situ Segment (38) from the front to the back Bridge is indulged to cloth in the vertical supports of lower section and the top bearing frame being supported in three vertical supports, the top bearing frame edge If；Three vertical supports are laid with existing road (39) in parallel, and three vertical supports are respectively from the front to the back Front side frame (41), middle bracket (42) and rear side bracket (43), the front side frame (41) are located at existing road (39) and steep Between slope (40), the middle bracket (42) and rear side bracket (43) are respectively positioned on abrupt slope (40)；The front side frame (41) Height not less than 30m and its be located at end bay Cast-in-Situ Segment (38) front, the end bay Cast-in-Situ Segment (38) later side stand (43) and in Portion's bracket (42) is that boundary is divided into rear side beam section, middle part beam section and front side beam section from the front to the back；End bay Cast-in-Situ Segment (38) rear end It is supported on abutment (48)；

The front side frame (41) includes three well word steel buttresses laid from the front to the back along the extending direction of existing road (39) (44), the well word steel buttress (44) is laid with existing road (39) in parallel；The two neighboring well word steel buttress (44) it Between be fastenedly connected and be integrated by multiple the first vertical connection frames laid from the bottom to top；Each well cabinet frame bottom supports In on a reinforced concrete base (45), the reinforced concrete base (45) is that lower part is embedded in the cube armored concrete in ground Structure；

Each well word steel buttress (44) includes four the first along the circumferential direction uniformly distributed vertical steel pipes, described in four First vertical steel pipe includes two inside steel pipes and two outside steel pipes, is provided with one on the outside of the every inside steel pipe The outside steel pipe, between two inside steel pipes, between two outside steel pipes and the every inside steel pipe with It is fastenedly connected and is integrated by the steel pipe connecting rod that multiple tracks is from top to bottom laid between outside steel pipe on the outside of it；It is described Inside steel pipe described in the six roots of sensation in front side frame (41) is laid on same vertical plane, the six roots of sensation in the front side frame (41) The outside steel pipe is laid on same vertical plane；The every inside steel pipe and the outside steel pipe top being located on the outside of it are equal It is laid with one of longitudinal distribution beam (47), the longitudinal direction distribution beam (47) is laid and it is perpendicular with existing road (39) in parallel It lays；

Longitudinal direction distribution beam (47) described in front side frame (41) Zhong six is laid in same level, the front side branch The first parallel with existing road (39) together transverse distribution beam (46), the first transverse distribution beam are provided on frame (41) (46) be supported in six described on the first transverse distribution beam (46)；

The middle bracket (42) includes the first combination pier (49) all the same of two rows of structure snd size, and combination pier described in every row is equal The first combination pier (49) that extending direction including three along existing road (39) is laid from the front to the back, in combination pier described in every row It is fastenedly connected by multiple the second vertical connection frames laid from the bottom to top between two neighboring first combination pier (49) It is integrated；Six first combinations pier (49) in the middle bracket (42) divide three column to lay from left to right, described in each column First combination pier (49) includes two and combines pier (49) to first laid from the front to the back along vertical bridge, the first combination described in each column The horizontal brace rod fastening laid from the bottom to top by multiple tracks between two first combinations pier (49) in pier (49) connects It is connected in one；The second transverse distribution beam together is erected in three first combinations pier (49) in combination pier described in every row (51), the second transverse distribution beam (51) is in horizontal layout and it is parallel with existing road (39)；

The rear side bracket (43) includes the second combination pier (50) all the same of three structure snd size, three second combinations Pier (50) is laid from the front to the back along the extending direction of existing road (39)；It is erected with together in three second combinations pier (50) Third transverse distribution beam (52), the third transverse distribution beam (52) is in horizontal layout and it is parallel with existing road (39)；

The first transverse distribution beam (46), the second transverse distribution beam (51) and third transverse distribution beam (52) are laid in same On horizontal plane and three organizes the horizontal support structure that the top bearing frame is supported in pairs；

The top bearing frame includes girder and the steel pipe support (53) that is laid on the girder, the girder and steel pipe support (53) along vertical bridge Xiang Bushe；The girder includes the Bailey beam (54) that multiple tracks is laid in from left to right in same level, often Bailey beam described in road (54) is along vertical bridge Xiang Bushe；Bailey beam described in multiple tracks (54) passes through multiple cross-bridges laid from front to back It is fastenedly connected and is integrated to connection frame；The rear end of Bailey beam described in per pass (54) is supported in the horizontal cushion cap (55) of abutment (48) On, the vertical built-in fitting limited to Bailey beam (54) is provided on the horizontal cushion cap (55)；

When being constructed using across the cast-in-place section construction bracket in abrupt slope side to end bay Cast-in-Situ Segment (38), process is as follows:

Step 401, construction bracket and protecting canopy frame are set up: after the completion of abutment (48) construction, in abutment (48) and existing road (39) across the cast-in-place section construction bracket in abrupt slope side is set up between；

During setting up to across the cast-in-place section construction bracket in abrupt slope side, end bay beam section is located in existing road (39) (37) protecting canopy frame (67) are set up in the road segment below；

Step 402, formwork erection: the top bearing frame of the abrupt slope side across cast-in-place section construction bracket in step 401 On, set up the forming panel that end bay Cast-in-Situ Segment (38) are carried out with molding construction；

Step 403, end bay Cast-in-Situ Segment pouring construction: end bay Cast-in-Situ Segment (38) are carried out using forming panel described in step 402 Pouring construction.

5. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 1 or 2, it is characterised in that: step 3 In to when construct and construct to the end bay closure segment (59) of the bridge pier side bridge section across closure segment in secondary, step The end bay closure segment (59) of the abrupt slope side bridge section is carried out in construction and step 6 in centering bridge section (68) in five When being constructed across closure segment, it is all made of closure segment hanger and constructs；

Hanging Basket described in step 2 is double limb triangle hanging baskets；

Double limb triangle hanging baskets include main couple above the constructed 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 includes that preceding upper beam (8), rear upper beam (9) and two are symmetrically laid on cantilever girder segment (1) left and right The truss group of side is fastenedly connected between two truss groups by lateral connection frame (10), the preceding upper beam (8), it is rear on Crossbeam (9) and lateral connection frame (10) in horizontal layout and three along the transverse bridge, before two truss groups pass through Upper beam (8), rear upper beam (9) and lateral connection frame (10) are fastenedly connected and are integrated；Each truss group includes two The structure snd size of the triangular truss (2) laid side by side, two triangular trusses (2) are all the same and the two is in vertical To laying, two triangular trusses (2) are connected by multiple transverse links (3) fastening along vertical bridge Xiang Bushe and 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 end of four triangular trusses (2) with rear upper beam (9) It is fastenedly connected.

6. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 5, 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), be located at below end template (4) and the bottom support frame that end template (4) is supported and two be respectively symmetrically laid in it is outstanding Outer side mold (6) at left and right sides of arm girder segment (1) is provided with side form support frame (7) on the outside of each outer side mold (6)； The bottom support frame includes the preceding lower beam (11) of lower section and the lower section on rear side of end template (4) on front side of end template (4) Rear lower beam (12), the preceding lower beam (11) and rear lower beam (12) are in horizontal layout and the two is along direction across bridge cloth If the preceding lower beam (11) is located at the underface of preceding upper beam (8)；Internal model support frame is provided on the inside of the internal model (10) (17)；

The lifting system include to the bottom support frame carry out lifting bed die lifting structure, two bilateral symmetry lay and The side form lifting structure of lifting is carried out to side form support frame (7) and internal model (10) are carried out with the internal model lifting structure of lifting, two The side form support frame (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 lower beam (11) and it is connected to the main couple and rear lower beam (12) vertical sunpender (14) after the bed die between, each side form lifting structure includes being connected to preceding upper beam (8) and side The preceding vertically sunpender (15) of side form between mould support frame (7) and the side being connected between rear upper beam (9) and side form support frame (7) Vertical sunpender (16) after mould, the internal model lifting structure include being connected between preceding upper beam (8) and internal model support frame (17) It vertical sunpender (19) and is connected to rear side before internal model and has poured vertical lifting after internal model between beam section (18) and internal model support frame (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. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 6, it is characterised in that: the internal model branch Support (17) includes multiple internal model truss being supported in internal model (10) from front to back, is passed through between multiple internal model truss vertical It is fastenedly connected and is integrated to connector；Each internal model truss includes being arranged vertically and being supported to internal model (10) Truss ontology and multiple tracks be from top to bottom laid in the intrinsic transverse support bar of the truss (22), the truss ontology and more Transverse support bar described in road (22) is laid on same vertical plane；

The internal model (10) includes the inner side template that cope plate and two are symmetrically laid in lower section at left and right sides of the cope plate；Institute Stating truss ontology includes being supported in horizontal shore below the cope plate and two are symmetrically connected to the horizontal shore Below the left and right sides and to the vertical supports that the inner side template is supported, two vertical supports pass through cross described in multiple tracks It is connected as one to support rod (22)；

It is symmetrically arranged with one of internal model traveling skid beam (29) in the internal model support frame (17), the internal model traveling skid beam (29) is in Horizontal layout and its along vertical bridge Xiang Bushe, the internal model support frame (17) is supported in internal model traveling skid beam (29) described in twice, 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 the vertical sunpender for being connected to preceding upper beam (8) Yu internal model traveling skid beam (29) front end, vertical lifting after the internal model Bar (20) is the vertical sunpender poured between the top plate of beam section (18) and internal model traveling skid beam (29) rear end on rear side of being connected to；

Along the transverse bridge, the transverse support bar (22) is in horizontal cloth for the transverse support bar (22) and the truss ontology If；

The horizontal shore be pull pin-connected panel support frame, the pull pin-connected panel support frame include middle bracket (1-3) and Two are symmetrically laid in the left and right sides of middle bracket (1-3) and can be carried out the side bracket (1-4) of horizontal pulling, the middle part Bracket (1-3) and two side brackets (1-4) are arranged vertically；Two side brackets (1-4) are laid in together On one vertical plane, the middle bracket (1-3) is located at the front side or rear side of side bracket (1-4)；The middle bracket (1-3) and Two side brackets (1-4) are the plane girder being arranged vertically, and the middle bracket (1-3) is winded up including first Bar (1-3-1), the first lower boom (1-3-2) He Duogen being located at immediately below the first top boom (1-3-1) 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) He Duogen being located at immediately below the second top boom (1-4-1) are connected to the 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 support rod being 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) is to be laid in same level in the straight-bar and the two of horizontal layout；

The inner end of second top boom (1-4-1) is equipped 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 lay 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 end of second lower boom (1-4-2) is equipped 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 lay 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) installation is lauched Heibei provincial opera knothole (1-8)；

The upper Level tune hole (1-6) and to be lauched Heibei provincial opera knothole (1-8) be elongate holes；

The transverse support bar (22) is adjustable rod.

8. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 6, it is characterised in that: institute in step 2 Stating double limb triangle hanging baskets 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 on the top plates 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 Xiang Bushe；

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

Upper transverse beam (26-3) is by indulging rail (26-2) fastening described in lower transverse beam (26-1) and multiple tracks described in multiple tracks described in twice It is connected as one；Upper transverse beam (26-3) described in per pass is embedded in rear side by one or more lower part and has poured in beam section (18) 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 It is arranged vertically；

The walking mechanism (25) includes being installed on the preceding support below preceding upper beam (8) and being installed below rear upper beam (9) Rear support, the preceding support and the rear support are can be along the mobile support saddle indulging rail (26-2) described in twice and being moved forward and backward.

9. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 6, it is characterised in that: institute in step 2 Stating double limb triangle hanging baskets further includes bed die adjustment structure；The bed die adjustment structure includes being laid in end template (4) back side top Rear side baffle (2-2), be located at end template (4) above and to cantilever girder segment (1) bottom carry out molding construction beam bottom mother plate (2-4), the rear side baffle (2-2) are arranged vertically；It is filled out between the beam bottom mother plate (2-4) and end template (4) for sand Fill structure (2-5), the rear side baffle (2-2) and front-end template (2-7) in it is parallel lay and the two along the transverse bridge, institute It states rear side baffle (2-2) and front-end template (2-7) is installed in two side templates being symmetrically laid at left and right sides of end template (4) (6) between；

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) It withstands 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 the rear beam bottom mother plate (2-4), and the end template (4), rear side baffle (2-2), rear side have poured beam The bottom surface of section (18), the front-end template (2-7) for being laid on end template (4) and being arranged vertically and two side templates (6) filled cavity of sand interstitital texture (2-5) is surrounded, the front-end template (2-7) is divided into before sand interstitital texture (2-5) The bottom template segment of side and the upper mould section that molding construction is carried out to the front end face of cantilever girder segment (1)；The beam bottom mother plate (2-4) is supported on sand interstitital texture (2-5), and the rear end branch of the beam bottom mother plate (2-4) withstands on rear side and poured beam section (18) Bottom surface front end, the front end branch of beam bottom mother plate (2-4) withstands on front-end template (2-7), and the beam bottom mother plate (2-4) is installed on two Between a side template (6).

10. a kind of asymmetric rigid frame-continuous girder construction technology according to claim 6, it is characterised in that: in step 2 Double limb triangle hanging baskets further include having poured in beam section (18) secretly to bury anchor structure on rear side of left and right two is symmetrically laid in, 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 connect with embedded bar (32) bottom end, 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) be arranged vertically and the two be respectively positioned on the surfaces of rear lower beam (12), connector (30) bottom end and its locating for Rear side has poured the bottom surface flush of beam section (18) at position；The auxiliary rod (31) is arranged vertically, the auxiliary rod (31) upper end is fastenedly connected with connector (30), and auxiliary rod (31) lower end is connect with rear lower beam (12)；It is described pre-buried Reinforcing bar (32), connector (30) and the auxiliary rod (31) being located at immediately below connector (30) are laid on same vertical line, The auxiliary rod (31) is reinforcing bar, and the connector (30) is the reinforcing bar company for connecting embedded bar (32) and auxiliary rod (31) Connect device.