CN108004928A - A kind of asymmetric rigid frame-continuous girder construction technology - Google Patents

A kind of asymmetric rigid frame-continuous girder construction technology Download PDF

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Publication number
CN108004928A
CN108004928A CN201711252134.2A CN201711252134A CN108004928A CN 108004928 A CN108004928 A CN 108004928A CN 201711252134 A CN201711252134 A CN 201711252134A CN 108004928 A CN108004928 A CN 108004928A
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CN
China
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bridge
pier
laid
segment
construction
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CN201711252134.2A
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Chinese (zh)
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CN108004928B (en
Inventor
梁之海
杜越
刘俊斌
赵久远
朱山山
严朝锋
王永丽
李东牛
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中铁二十局集团第工程有限公司
中铁二十局集团第一工程有限公司
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • E01D21/10Cantilevered erection
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00Material constitution of bridges
    • E01D2101/20Concrete, stone or stone-like material
    • E01D2101/24Concrete
    • E01D2101/26Concrete reinforced

Abstract

The invention discloses a kind of asymmetric rigid frame-continuous girder construction technology, including step:First, pier top beam section is constructed;2nd, T structures cantilever and bridge pier side are across cast-in-place section construction:Cantilever construction carries out T structures using Hanging Basket, while is constructed using adhesion type high-altitude mount support to the end bay Cast-in-Situ Segment of bridge pier side bridge section;3rd, secondary mid-span beam section and bridge pier side bridge section are closed up;4th, abrupt slope side is across cast-in-place section construction;5th, abrupt slope side closes up across Cast-in-Situ Segment;6th, mid-span is closed up.Present invention design is rationally and easy construction, using effect are good, after the completion of the construction of pier top beam section, while T structure cantilever constructions being completed using Hanging Basket, using adhesion type high-altitude mount support construction bridge pier side across Cast-in-Situ Segment, after completion time mid-span beam section is closed up with bridge pier side bridge section at the same time, carry out abrupt slope side again across cast-in-place section construction with abrupt slope side across Cast-in-Situ Segment to close up, energy is easy, is rapidly completed high-altitude large-tonnage asymmetric rigid frame-continuous girder work progress.

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 technology
With the development of national economy, China railways bridge cause is grown rapidly, and China is in Bridge Design theory, construction skill Caught up with terms of art and equipment or close to advanced international standard, large span is over strait, crossing-fiver bridge construction is continuously increased.It is continuous firm Structure bridge is the continuous bridge of pier consolidation, and continuous rigid frame bridge is usually multiple span bridge, and the bridge main beam of continuous rigid frame bridge is company Continue firm 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 it is maximum one across referred to as main span, and across footpath is less is referred to as end bay.It is high to support When degree is constructed more than the Continuous Rigid-framed Girder of 30m, difficulty of construction is larger, especially bearing height is more than 30m, deck-molding 10m with When high-altitude large volume asymmetric Continuous Rigid-framed Girder of upper, the cantilever pouring segment length more than 4m is constructed, difficulty of construction bigger, Safe mass is controlled risk height, and requirement of the end bay cast-in-place section construction to used stent is very high, while the structure of Hanging Basket is set Meter requires height, and cradle structure needs to meet security requirement, ensures construction quality, saves construction cost, convenient construction again.
The content of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that provide a kind of asymmetric Rigid frame-continuous girder construction technology, it is designed rationally and easy construction, using effect are good, after the completion of the construction of pier top beam section, using extension Completed while basket completes T structure cantilever constructions using adhesion type high-altitude mount support construction bridge pier side across Cast-in-Situ Segment, then at the same time After secondary mid-span beam section is closed up with bridge pier side bridge section, 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, is rapidly completed high-altitude large-tonnage asymmetric rigid frame-continuous girder work progress.
In order to solve the above technical problems, the technical solution adopted by the present invention is: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 mid-span beam section, secondary mid-span beam 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 mid-span beam section are connected between the bridge pier side bridge Duan Yuci mid-span beam sections, the secondary mid-span Beam section is connected between mid-span beam 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 mid-span beam section are respectively supported on the second bridge pier and the 3rd bridge pier, described time The both ends of mid-span beam section are respectively supported on the 3rd 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, the 3rd bridge pier, the 4th bridge pier and abutment are reinforced concrete Soil structure;
Each end bay beam section is connected composition, the side with end bay cantilever segment by end bay Cast-in-Situ Segment, end bay closure segment It is connected to across closure segment between end bay Cast-in-Situ Segment and end bay cantilever 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 mid-span beam section is closed up by two mid-span cantilever segments and the mid-span being connected between two mid-span cantilever segments Section is formed by connecting, and the secondary mid-span beam section is by two mid-span cantilever segments and is connected between two secondary mid-span cantilever segments Secondary mid-span closure segment is formed by connecting;
The end bay cantilever segment, the mid-span cantilever segment and the secondary mid-span cantilever segment are cantilever construction beam section and three It is spliced from multiple along vertical bridge to the cantilever girder segment laid from back to front;
The mid-span in the end bay cantilever segment of the bridge pier side bridge section, the mid-span beam section close to the second bridge pier is hanged The connection of pier top beam section and three that arm Duan Junyu is supported on the second bridge pier form the first T structures, the middle bridge with the second bridge pier The secondary mid-span cantilever in section in the mid-span cantilever segment of the 3rd bridge pier, the secondary mid-span beam section close to the 3rd bridge pier The connection of pier top beam section and three that Duan Junyu is supported on the 3rd bridge pier form the 2nd T structures, described middle bridge with the 3rd bridge pier In section close to the secondary mid-span cantilever segment of the 4th bridge pier, the abrupt slope side bridge section end bay cantilever segment with being supported in the The connection of pier top beam section and three on four bridge piers form the 3rd T structures with the 4th bridge pier;
It across existing road and the angle between existing road is 60 °~75 ° mixed that the abrupt slope side bridge section, which is, 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, comprise the following steps:
Step 1: pier top beam section is constructed:Pier top beam section on second bridge pier, the 3rd bridge pier and the 4th bridge pier is carried out respectively Construction;
Before constructing to pier top beam section, first installed respectively in the pier top of the second bridge pier, the 3rd bridge pier and the 4th bridge pier Bracket for pier top beam section of constructing;
Step 2: T structures cantilever and bridge pier side are across cast-in-place section construction:Using Hanging Basket to the first T structures, the 2nd T structures and the 3rd T Structure carries out cantilever construction, while the end bay Cast-in-Situ Segment using adhesion type high-altitude mount support to the bridge pier side bridge section respectively Construct;
When carrying out cantilever construction to the first T structures 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 two cantilever construction beam sections in the first T structures are synchronously carried out using two Hanging Baskets Construction;
When carrying out cantilever construction to the 2nd T structures using Hanging Basket, first the pier top beam section front and rear sides on the 3rd bridge pier are distinguished One Hanging Basket is installed, then two cantilever construction beam sections in the 2nd T structures are synchronously carried out using two Hanging Baskets Construction;
When carrying out cantilever construction to the 3rd T structures 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 two cantilever construction beam sections in the 3rd T structures are synchronously carried out using two Hanging Baskets Construction;
Adhesion type high-altitude mount support includes the high-altitude stent and multiple cloth from top to bottom on the inside of the first bridge pier If adhesion type connection structure, the high-altitude stent is laid along direction across bridge and it passes through multiple adhesion type connection structures and fastens 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 is hollow pier;
The high-altitude stent is not less than the vertical supports of 50m for height, and the vertical supports are divided into multiple from the bottom to top Frame segment, is fastenedly connected between neighbouring two bracket subsections by flange and is integrated;
The vertical supports include the two well cabinet frames symmetrically laid in left and right, between two well cabinet frames by it is multiple by Horizontal connection structure up to lower laying is fastenedly connected;Each well cabinet frame is along the circumferential direction uniformly distributed including four Vertical supporting steel pipe, four vertical supporting steel pipes include two inner side steel pipes and two outside steel pipes, the every inner side An outside steel pipe is both provided with the outside of steel pipe, between two inner side steel pipes, between two outside steel pipes And the steel pipe connecting from top to bottom laid by multiple tracks between the every inner side steel pipe and outside steel pipe on the outside of it Extension bar, which is fastenedly connected, to be integrated;Four inner side steel pipes in the vertical supports are laid in same from left to right along direction across bridge On vertical plane, four outside steel pipes in the vertical supports are laid on same vertical plane from left to right along direction across bridge; The bottom of four inner side steel pipes is supported on horizontal cushion cap;
Four are provided with the inside of the horizontal cushion cap respectively for the anchor pile of outside steel pipe bottom support, the anchoring Stake is in vertically to laying;An anchor pile is both provided with immediately below the every outside steel pipe, the anchor pile is steel Rib concrete pile;
The adhesion type connection structure includes one of connecting cross beam and four horizontal brace rods, and the connecting cross beam is in level Lay and it lays along direction across bridge, the connecting cross beam is fixedly secured on the madial wall of pier shaft by more pull rods;Every institute Stating inner side steel pipe, the horizontal brace rod is fastenedly connected together between connecting cross beam;The more pull rods are from left to right It is laid in same level and it is each attached on the madial wall of pier shaft, the pull rod is in horizontal layout and it is along vertical bridge to cloth If;The outer end of the every pull rod is each attached on connecting cross beam, and the inner of the every pull rod stretches to the inner cavity of pier shaft In, the every pull rod is each attached on the madial wall of pier shaft;It is provided with the madial wall of the pier shaft and multiple is passed through for pull rod Pull rod mounting hole, is provided with multiple through holes passed through for pull rod on the connecting cross beam from left to right;
When being constructed using adhesion type high-altitude mount support 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 mount support are set up:Treat to set up adhesion type high-altitude mount support on the inside of the first bridge pier;
Step 2012, formwork erection:Set up on the adhesion type high-altitude mount support 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 Supporting rack 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 mid-span beam section is closed up with bridge pier side bridge section:The secondary mid-span closure segment of secondary mid-span beam section is carried out Construction, completes time mid-span beam section and closes up;Meanwhile construct to the end bay closure segment of the bridge pier side bridge section, complete secondary The bridge pier side bridge section is closed up;
Step 4: abrupt slope side is across cast-in-place section construction:Cast-in-place section construction stent is set up on abrupt slope, and is utilized described cast-in-place Section construction bracket constructs end bay Cast-in-Situ Segment of the abrupt slope side across Cast-in-Situ Segment;
Step 5: abrupt slope side closes up across Cast-in-Situ Segment:Construct to the end bay closure segment of the abrupt slope side bridge section, Time abrupt slope side bridge section is completed to close up;
Step 6: mid-span is closed up:The mid-span closure segment of centering bridge section is constructed, and is completed mid-span beam section and is closed up.
A kind of above-mentioned 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 of the every pull rod is set with internal locking nut, and the internal locking nut is located in the inner cavity of pier shaft.
A kind of above-mentioned asymmetric rigid frame-continuous girder construction technology, it is characterized in that:Pull rod mounting hole described in step 2011 For drawing-die muscle hole, the drawing-die muscle hole is to be passed through for carrying out the template lacing wire of drawknot to pier shaft molding construction pier shaft forming panel Through hole, the pier shaft forming panel includes pier shaft external mold and the pier shaft internal model that is laid on the inside of the pier shaft external mold, the mould Plate 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 with described in step 2011 in vertical supports, the formwork-support is horizontal shore;
The horizontal shore includes the bottom end rail that is laid in same level of twice, multiple tracks is laid in together from left to right Horizontal girder and multiple tracks on one horizontal plane are laid in the upper beam in same level, four inner side steel pipes from front to back Top is provided with the bottom end rail together, and four outside steel pipe tops are provided with the bottom end rail together, water described in per pass Flat longeron is laid in described in twice on bottom end rail, and upper beam described in per pass is laid in described in multiple tracks on horizontal girder;It is described Bottom end rail and upper beam are laid along direction across bridge, and bridge is indulged to laying in the horizontal girder edge;The inner of horizontal girder described in per pass It is supported on pier shaft.
A kind of above-mentioned 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 stent in abrupt slope side;
Across the cast-in-place section construction stent in abrupt slope side includes 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 in parallel laying with existing road, and three vertical supports are respectively front side from the front to the back Stent, middle bracket and rear side stent, the front side frame is between existing road and abrupt slope, the middle bracket and rear side Stent 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 shows Pouring section, side stand and middle bracket are divided into rear side beam section, middle part beam section and front side beam section from the front to the back for boundary 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 in parallel laying with existing road;Laid from the bottom to top by multiple between the two neighboring well word steel buttress The first vertical link be fastenedly connected and be integrated;Each well cabinet frame bottom is supported on a reinforced concrete base, institute State the cube reinforced concrete structure that reinforced concrete base is embedded in for lower part 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 inner side steel pipes and two outside steel pipes, and one is both provided with the outside of the every inner side steel pipe The outside steel pipe, between two inner side steel pipes, between two outside steel pipes and the every inner side steel pipe with The steel pipe connecting extension bar from top to bottom laid by multiple tracks between outside steel pipe on the outside of it, which is fastenedly connected, to be integrated;It is described Inner side steel pipe is laid on same vertical plane described in the six roots of sensation in front side frame, outside described in the six roots of sensation in the front side frame Steel pipe is laid on same vertical plane;The every inner side steel pipe is laid with one with the outside steel pipe top on the outside of it Road longitudinal direction distribution beam, the longitudinal direction distribution beam is in parallel laying and itself and the perpendicular laying of existing road;
Longitudinal distribution beam is laid in same level described in the front side frame Zhong six, on the front side frame The first parallel with existing road together transverse distribution beam is provided with, the first transverse distribution beam is supported in first described in six On transverse distribution beam;
The middle bracket includes the first combination pier of two rows of structure snd size all sames, and often arranging the combination pier includes The first combination pier that three extending directions along existing road are laid from the front to the back, is often arranged two neighboring described in the combination pier It is fastenedly connected and is integrated by multiple the second vertical links laid from the bottom to top between first combination pier;The middle part branch Six the first combination piers in frame divide three row 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;Often arrange three the first combination piers in the combination pier 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 stent includes the second combination pier of three structure snd size all sames, three the second combination pier edges The extending direction of existing road is laid from the front to the back;The 3rd transverse distribution beam together is erected with three the second combination piers, The 3rd 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 the 3rd transverse distribution beam are laid in same level And the horizontal support structure that three's composition is supported the top bearing frame;
The top bearing frame includes girder and the steel pipe support being laid on the girder, the girder and steel pipe support Along vertical bridge to laying;The girder includes the Bailey beam that multiple tracks is laid in same level from left to right, shellfish described in per pass Thunder beam is along vertical bridge to laying;Bailey beam described in multiple tracks is fastenedly connected by multiple direction across bridge links laid from front to back It is integrated;The rear end of Bailey beam described in per pass is supported on the horizontal cushion cap of abutment, is provided with the horizontal cushion cap to shellfish Lei Liang carries out spacing vertical built-in fitting;
When being constructed using across the cast-in-place section construction stent 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 for the treatment of abutment construction, between abutment and existing road Set up across the cast-in-place section construction stent in abrupt slope side;
During being set up to across the cast-in-place section construction stent 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 high-altitude obliquely-intersected beams abrupt slope side is across cast-in-place section construction stent in step 401 On the top bearing 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 to secondary mid-span 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 mid-span closure segment that the end bay closure segment of section carries out centering bridge section in construction and step 6 is constructed, using closure segment Hanger is constructed;
Hanging Basket described in step 2 is double limb triangle hanging baskets.
Double limb triangle hanging baskets are included positioned at the main couple constructed above cantilever girder segment, positioned at the main couple Underface and the template system of molding construction is carried out to cantilever girder segment and the template system is hung on the main couple Lifting system, be fastenedly connected and be integrated by the lifting system between the main couple and the template system;It is described outstanding Arm girder segment is concrete box girder;
The main couple includes preceding upper beam, rear upper beam and two symmetrical purlins being laid in above cantilever girder segment or so Frame group, is fastenedly connected between two truss groups, the preceding upper beam, rear upper beam and lateral connection by lateral connection frame Frame is laid in horizontal layout and three along direction across bridge, and two truss groups pass through preceding upper beam, rear upper beam and transverse direction Link, which is fastenedly connected, to be integrated;Each truss group includes two triangular trusses laid side by side, two described three The structure snd size all same of angular truss and the two in vertically to laying, two triangular trusses are along vertical bridge to cloth And if it is fastenedly connected is integrated by multiple transverse links therebetween;Four triangular trusses are evenly distributed with the main couple On same plane, the front end of four triangular trusses is fastenedly connected with preceding upper beam, four triangle purlins The rear end of frame is fastenedly connected with rear upper beam.
A kind of above-mentioned asymmetric rigid frame-continuous girder construction technology, it is characterized in that:Template system includes described in step 2 Internal model on the inside of cantilever girder segment, the end template positioned at cantilever girder segment bottom, below the end template and to end template The bottom supporting rack 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 supporting rack is both provided with the outside of side form;The bottom supporting rack include on front side of the end template the preceding bottom end rail of lower section and The rear bottom end rail of lower section on rear side of end template, the preceding bottom end rail and rear bottom end rail are in horizontal layout and the two is along cross-bridges To laying, the preceding bottom end rail is located at the underface of preceding upper beam;Internal model supporting rack is provided with the inside of the internal model;
The lifting system includes carrying out the bottom supporting rack bed die lifting structure of lifting, two symmetrical cloth And if to side form supporting rack carry out lifting side form lifting structure and to internal model carry out lifting internal model lifting structure, described in two Side form supporting rack is laid in the left and right sides of cantilever girder segment respectively;The bed die lifting structure include be connected to before upper beam with Vertical sunpender after the preceding vertically sunpender of bed die and the bed die being connected between the main couple and rear bottom end rail between preceding bottom end rail, Each side form lifting structure is including vertical sunpender and company before the side form before being connected between upper beam and side form supporting rack Vertical sunpender after the side form between rear upper beam and side form supporting rack is connected to, the internal model lifting structure includes upper horizontal stroke before being connected to Vertical sunpender and it is connected to rear side before internal model between beam and internal model supporting rack and has poured internal model between beam section and internal model supporting rack Vertical sunpender afterwards, it is positioned at cantilever girder segment rear side and the casting beams adjacent with cantilever girder segment that the rear side, which has poured beam section, Section, it is concrete box girder that the rear side, which has poured beam section,.
A kind of above-mentioned asymmetric rigid frame-continuous girder construction technology, it is characterized in that:The internal model supporting rack include it is multiple by Front to back is supported in the internal model truss in internal model, is fastenedly connected between multiple internal model truss by longitudinal connecting member as one Body;Each internal model truss include in vertically to the truss body and multiple tracks laid and be supported to internal model from top to bottom The intrinsic transverse support bar of the truss is laid in, the truss body is laid in same with transverse support bar described in multiple tracks On vertical plane;
The internal model includes cope plate and two inner side templates for being symmetrically laid in lower section at left and right sides of the cope plate;Institute State truss body and be symmetrically connected to the horizontal shore including the horizontal shore being supported in below the cope plate and two The vertical supports being supported below the left and right sides and to the inner side template, two vertical supports pass through horizontal described in multiple tracks It is connected as one to supporting rod;
One of internal model traveling skid beam is symmetrically arranged with the internal model supporting rack, the internal model traveling skid beam is in horizontal layout And it along vertical bridge to laying, the internal model supporting rack is supported in described in twice in internal model traveling skid beam, internal model traveling described in twice Skid beam is symmetrically laid in below the left and right sides of the horizontal shore;Vertical sunpender is to be connected to preceding upper beam before the internal model With the vertical sunpender of internal model traveling skid beam front end, after the internal model vertical sunpender be connected to rear side poured the top plate of beam section with it is interior Vertical sunpender between mould traveling skid beam rear end;
The transverse support bar and the truss body are laid along direction across bridge, and the transverse support bar is in horizontal layout;
The horizontal shore is pull pin-connected panel supporting rack, and the pull pin-connected panel supporting rack includes middle bracket and two It is a to be symmetrically laid in the left and right sides of middle bracket and the side bracket of horizontal pulling be carried out, the middle bracket and two institutes It is in vertically to laying to state side bracket;Two side brackets are laid on same vertical plane, and the middle bracket is located at The front side of side bracket or rear side;The middle bracket and two side brackets are to be in vertically to the plane purlin of laying Frame, the middle bracket are connected to including the first top boom, the first lower boom immediately below the first top boom and Duo Gen The first web member between one top boom and the first lower boom, each side bracket include the second top boom, on second The second lower boom and Duo Gen immediately below chord member are connected to the second web member between the second top boom and the second lower boom;Described One top boom and the second top boom are the cope plate supporting rod being supported to the cope plate, first lower boom and Two lower booms be in the straight-bar of horizontal layout and the two be laid in same level;
The inner of second top boom is provided with multiple upper horizontal connectors, multiple upper horizontal connections from left to right Part is laid in same level, multiple upper horizontal connectors in it is parallel laying and its with the second top boom in hang down It is straight to lay;It is provided with from left to right on first top boom multiple respectively for the upper Level tune hole of upper horizontal connector installation;
The inner of second lower boom is provided with multiple lower horizontal connectors, multiple lower horizontal connections from left to right Part is laid in same level, multiple lower horizontal connectors in it is parallel laying and its with the second lower boom in hang down It is straight to lay;Multiple pacify respectively for lower horizontal connector is provided with first lower boom from left to right and holds Level tune hole;
The upper Level tune hole and lower Level tune hole are elongate holes;
The transverse support bar is adjustable rod.
A kind of above-mentioned asymmetric rigid frame-continuous girder construction technology, it is characterized in that:Double limb triangle hanging baskets described in step 2 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 Bridge is indulged to laying for the long rails of walking mechanism walking, the long rails edge respectively;
The long rails include multiple tracks and are laid in rear side from front to back having poured lower transverse beam on beam section top plate, twice cloth Vertical rail and multiple tracks above described in multiple tracks at left and right sides of lower transverse beam are laid in upper on vertical rail described in twice from front to back Transverse beam, the lower transverse beam and upper transverse beam are laid along direction across bridge, and bridge is indulged to laying in the vertical rail edge;
Upper transverse beam is fastenedly connected by vertical rail described in twice and is integrated described in lower transverse beam described in multiple tracks and multiple tracks;Per pass The upper transverse beam is embedded in the built-in fitting that has poured in beam section of rear side by one or more lower parts is fixed on rear side and has poured beam Duan Shangfang;The built-in fitting includes pre-buried spiral and the stop nut being installed on the pre-buried spiral, the limit Position nut is located above upper transverse beam, and the pre-buried spiral is in vertically to laying;
The walking mechanism includes the preceding bearing being installed on below preceding upper beam and the rear branch being installed on below rear upper beam Seat, the preceding bearing and the rear support are the mobile support saddle that can be moved back and forth along rail is indulged described in twice.
A kind of above-mentioned asymmetric rigid frame-continuous girder construction technology, it is characterized in that:Double limb triangle hanging baskets described in step 2 Further include bed die adjustment structure;The bed die adjustment structure includes being laid in the rear side baffle of end template back side top, the bottom of positioned at The beam bottom mother plate of molding construction is carried out above template and to cantilever girder segment bottom, the rear side baffle is in vertically to laying;Institute It is sand interstitital texture to state between beam bottom mother plate and end template, and the rear side baffle and front-end template are in parallel laying and the two is equal Laid along direction across bridge, the rear side baffle and front-end template are installed in two symmetrical side forms being 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 Pour on the bottom surface of beam section, it is beams of concrete that the cantilever girder segment and rear side, which have poured beam section,;The rear side baffle is located at beam bottom Template rear, the end template, rear side baffle, rear side have poured the bottom surface of beam section, have been laid on end template and in vertically to laying Front-end template and two side templates surround the filled cavity of sand interstitital texture, the front-end template is divided into fills out positioned at sand Fill the bottom template segment of architecture front-side and the upper mould section of the front end face progress molding construction to cantilever girder segment;The beam bottom For shuttering supporting in sand interstitital texture, the rear end branch of the beam bottom mother plate withstands on the bottom surface front end that rear side has poured beam section, beam bottom The front end branch of template is withstood in front-end template, and the beam bottom mother plate is installed between two side templates.
A kind of above-mentioned asymmetric rigid frame-continuous girder construction technology, it is characterized in that:Double limb triangle hanging baskets described in step 2 Further include left and right two it is symmetrical be laid in rear side and poured in beam section secretly bury anchor structure, it is each described secretly to bury below anchor structure It is respectively connected with an auxiliary rod;
The connector for secretly burying anchor structure and including embedded bar and being connected with embedded bar bottom, the embedded bar Rear side is embedded in connector to have poured in beam section;The embedded bar and connector in vertically to lay and the two be respectively positioned on The surface of bottom end rail afterwards, the connector bottom have poured the bottom surface flush of beam section with rear side at its present position;It is described auxiliary It is in be fastenedly connected vertically to laying, the auxiliary rod upper end with connector to help sunpender, the auxiliary rod lower end and rear lower horizontal stroke Beam connects;The embedded bar, connector and the auxiliary rod immediately below connector are laid on same vertical curve, institute It is reinforcing bar to state auxiliary rod, and the connector is connection embedded bar and the reinforcing bar connector of auxiliary rod.
The present invention has the following advantages compared with prior art:
1st, design is rationally and easy construction, using effect are good, after the completion of the construction of pier top beam section, completes T structures using Hanging Basket and hangs While arm is constructed, using adhesion type high-altitude mount support construction bridge pier side across Cast-in-Situ Segment, then time mid-span beam section is completed at the same time After closing up with bridge pier side bridge section, then carry out abrupt slope side and close up across cast-in-place section construction with abrupt slope side across Cast-in-Situ Segment, finally Mid-span is completed to close up.
2nd, used adhesion type high-altitude mount support is simple in structure, design is reasonable and easy construction, input cost are relatively low.
3rd, used adhesion type high-altitude mount support makes full use of the drawing-die reinforced hole of round-ended high hollow pier, using finish rolling Spiral forms the attachment support of high-altitude steel buttress, easy for construction, pier shaft is without pre-buried steel to drawing fixed attachment rod piece power transmission cross bar Plate " scar ", ensure that external quality of pier quality, securely and reliably.Used adhesion type high-altitude mount support is filled using " well " font With formula steel pipe support with without the pre-buried attachment techniques measure of " scar " formula, solving the high-altitude end bay cast-in-place section construction of rigid frame-continuous girder Technical barrier.
4th, end bay Cast-in-Situ Segment high-altitude steel pipe support uses " well " font fabricated construction, and ring flange is used between stent is extreme High-strength bolt connects, and easy for construction, construction quality is easy to control, and is reduced steel buttress overhead welding workload, is accelerated construction Progress, securely and reliably, obtains good construction effect.
5th, construction method is simple and construction quality is easily controllable, work progress is safe and reliable, available for rigid frame-continuous girder height In abutment pier, long end bay cast-in-place section construction, it can also be used to which in the in-situ beam casting of high-altitude, versatility is good, securely and reliably.The end bay is cast-in-place Intersecting parallels assembled steel pipe holder is combined by section high-altitude steel pipe support with the pre-buried adhesion type connection structure of no scar formula, can be effective High-altitude cast-in-place section construction problem is solved, work progress is safe and reliable.
6th, double limb triangle hanging baskets use the truss group being made of side by side two triangular trusses, solve super-tonnage Hanging Basket Main couple load-bearing problem.Also, consider that the later stage effectively reuses cost-effective problem, by two triangular trusses of truss group It can meet general bridge cradle construction requirement after being divided into two, be used as common triangle hanging basket, it is flexible using operation, and save About construction cost.It can especially meet more than deck-molding 10m, length is more than 4m and cantilever girder segment of its weight more than 2000kN is applied Work demand.
7th, the rod piece of triangular truss uses pin joint form, easy for installation.
8th, using the truss group being made of side by side two triangular trusses, two triangular truss uniform forces can be effective Increase the stability of main couple, further enhance the stability of Hanging Basket entirety, at the same time.
9th, it is good using reasonable anchor structure design, easy construction and using effect is secretly buried, after solving thicker web Hanging Basket Bottom end rail and sunpender stress problems of too, have the following advantages:Firstth, because the higher web of beam body is thicker, set in web and secretly bury Anchor structure, bottom end rail and sunpender stress problems of too, increase safety coefficient after solution;Hanger Anchor is connected on bottom end rail afterwards Gu when, because boom location, length are different, sunpender reasonable stress distribution during to ensure concreting, web outside sunpender (i.e. bottom Vertical sunpender after mould) longer (elongation is longer under same stress condition) need to beat most tight with jack, sunpender among inner cavity (the vertical sunpender in inner side after i.e.) takes second place, and sunpender (i.e. auxiliary rod) make-up is secretly buried on the inside of web and in web;Secondth, it is embedded Method is easy for construction:Using finish rolling deformed bar connector, mouth is in close contact with end template under connector, suitable for reading to be screwed into pre-buried steel Muscle, embedded bar are screwed into the half that length is connector length;3rd, it is easy to operate;, only need to be by auxiliary hanging before Hanging Basket is moved Bar is back-outed out of connector, is then normally carried out Hanging Basket operation;4th, the concrete appearance of cantilever beam section can be effectively ensured Quality;After hanging basket advancing, it will not leave behind " scar " on beam base concrete surface;5th, construction cost has been saved.Add and secretly bury Anchor structure, Lower Crossbeam Structure size and sunpender size can optimize after Hanging Basket, and less section steel material dosage, enhances extension The versatility of basket, has saved construction cost.Thus, it can effectively solve ultra-wide superelevation web beam bottom correspondence using anchor structure is secretly buried Rear bottom end rail part bearing capacity overrun issues existing for bottom end rail position afterwards, it is ensured that construction safety, while will not leave behind at beam bottom " scar ", does not influence beam body appearance.Otherwise, for meet force request, it is necessary to after increasing bottom end rail structure size, corresponding increase Hanging Basket weight and cost, while the versatility of Hanging Basket is impacted.
10th, used internal model truss structure is simple, design is reasonable and processing and fabricating is easy, and input cost is low, the internal model Truss is easy to use, easy for construction and using effect is good, and truss body includes horizontal shore and two are symmetrically connected to The vertical supports of lower section, horizontal shore use pull pin-connected panel supporting rack, can meet different width at left and right sides of horizontal shore Spend the support demand of suspended basket inner model.Also, two connect in hinged way between vertical supports and horizontal shore, demoulding side Just, reinforcement installation space is big, and Hanging Basket conveniently moving, can accelerate construction progress.When non-uniform beam cantilever pouring is constructed, using pull Mode adjusts internal model truss size, and easy to operate, speed of application is fast, and input cost is low, saving of work and time.
11st, bed die adjustment is simple in structure, design rationally and processing and fabricating is easy, input cost is low, easy construction and makes It is good with effect, end template, rear side baffle, sand interstitital texture and beam bottom mother plate are formed into double-deck bed die, by being filled by sand The beam bottom mother plate of structural support carries out molding construction to cantilever girder segment bottom, meets the cantilever pouring construction need of non-uniform beam Ask, and solve the problems, such as that Hanging Basket bed die is difficult to overlap joint, Hanging Basket bed die has been poured beam section with rear side and realize effectively overlap joint.
12nd, cradle construction method is simple, design rationally and easy construction, construction effect are good, can it is easy, be rapidly completed greatly across The large volume cantilever beam section work progress of more than deck-molding 10m, cantilever pouring segment length more than 4m in rigid frame bridge is spent, and was constructed Journey is safe and reliable.
13rd, pushing tow force transmission rack is simple in structure and using effect is good, and the jacking force that transmission rod is subject to is axial force in theory, but Be during practice of construction, since the deviation of construction, the reason such as contraction of cantilever end can make jacking force produce small deviation, Be changed into eccentric force, therefore transmission rod can be subject to shearing force and moment of torsion, and transmission rod is semirigid steel material, the curved performance of tension compared with It is weak, transmission rod is deformed, by the inside fill concrete structure in transmission rod, concrete is rigid material, is produced curved During 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, so as to be effectively increased the intensity of the pushing tow load transfer device, rigidity and reality The property used.Transmission rod can produce the overall offset of lateral position when being subject to jacking force, change the path of jacking force transmission Become, cause the unstability of the pushing tow load transfer device, the accuracy of transmission rod position effectively ensure that by the setting of limitting casing.
14th, used across the cast-in-place section construction supporting structure in abrupt slope side is simple, design is reasonable and easy construction, puts into This is relatively low.Across the cast-in-place section construction supporting structure design in the abrupt slope side is reasonable, easy construction and using effect are good, three vertical branch Frame forms firm lower support system and ensures support stability, top bearing frame combined using Bailey beam with steel pipe support and Into, while meeting that end bay Cast-in-Situ Segment consolidates support, will not to the other beam sections of end bay construct impact.
15th, three vertical supports structures and installation position design are reasonable, can effectively ensure the force-bearing situation of stent, can be effective The stability problem of high-altitude oblique abrupt slope end bay stent is solved, and can effectively solve end bay Cast-in-place Segment Support structure and be hung with the outstanding section that fills Basket construction combines problem, while can guarantee that crossed over existing safety problem.Top bearing frame is using Bailey beam and bowl fastening type steel Pipe holder combining form, highly can be from the height that Bailey beam top passes through for Hanging Basket bed die, thus does not interfere with cantilever segment and constructed Journey.
16th, 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 that end bay Cast-in-Situ Segment consolidates support, will not be constructed and be made to the other beam sections of end bay Into influence.
In conclusion present invention design is reasonable and easy construction, using effect are good, after the completion of the construction of pier top beam section, use It is complete across Cast-in-Situ Segment, then at the same time using adhesion type high-altitude mount support construction bridge pier side while Hanging Basket completes T structure cantilever constructions After closing up into secondary mid-span beam section and bridge pier side bridge section, 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, is rapidly completed high-altitude large-tonnage asymmetric rigid frame-continuous girder work progress.
Below by drawings and examples, technical scheme is described in further detail.
Brief description of the drawings
Fig. 1 is the process flow diagram of the present invention.
Fig. 1-1 is the use state reference chart of adhesion type connection structure of the present invention.
Fig. 2 is the vertical bridge of adhesion type high-altitude of the present invention mount support to structure diagram.
Fig. 3 is the direction across bridge structure diagram of adhesion type high-altitude of the present invention mount support.
Fig. 4 is the structure diagram of template bottom of the present invention supporting rack.
Fig. 5 is the erected state schematic diagram of 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 structure diagram.
Fig. 7 is the direction across bridge structure diagram of the double limb triangle hanging baskets of the present invention.
Fig. 8 is auxiliary rod of the present invention and the connection status schematic diagram for secretly burying anchor structure.
Fig. 9 is the close-up schematic view at A in Fig. 7.
Figure 10 is the use state reference chart that bed die of the present invention adjusts structure.
Figure 11 is the structure diagram of internal model truss of the present invention.
Figure 12 is use state reference chart when pull pin-connected panel supporting rack of the present invention is pulled to maximum support width.
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 stent.
Description of reference numerals:
1-cantilever girder segment;1-3-middle bracket;The top booms of 1-3-1-first;
The lower booms of 1-3-2-first;The web members of 1-3-3-first;1-4-side bracket;
The top booms of 1-4-1-second;The lower booms of 1-4-2-second;The web members of 1-4-3-second;
1-5-upper horizontal connector;1-6-upper Level tune hole;1-7-lower horizontal connector;
1-8-lower Level tune hole;1-9-vertical supporting bar;2-triangular truss;
2-2-rear side baffle;2-4-beam bottom mother plate;2-5-sand interstitital texture;
2-7-front-end template;2-9-spacing beam;
2-13-skewed horizontal load;2-14-triangle bracket;
2-15-cross beam support bar;3-transverse link;4-end template;
4-2-well cabinet frame;4-3-vertical supporting steel pipe;
4-4-adhesion type connection structure;4-5-pile foundation;4-6-horizontal cushion cap;
4-7-pier shaft;4-8-anchor pile;4-9-connecting cross beam;
4-10-pull rod;4-11-horizontal brace rod;4-12-formwork-support;
4-13-bottom end rail;4-14-horizontal girder;4-15-upper beam;
4-16-horizontal bearing beam;4-17-horizontal the lumps of wood;
6-outer side mold;7-side form supporting rack;
8-preceding upper beam;9-rear upper beam;10-internal model;
11-preceding bottom end rail;12-rear bottom end rail;Vertical sunpender before 13-bed die;
Vertical sunpender after 14-bed die;Vertical sunpender before 15-side form;
Vertical sunpender after 16-side form;17-internal model supporting rack;18-rear side has poured beam section;
Vertical sunpender before 19-internal model;Vertical sunpender after 20-internal model;
21-side form traveling skid beam;22-transverse support bar;23-middle upper beam;
24-rear vertical the sunpender in inner side;25-walking mechanism;26-long rails;
26-1-lower transverse beam;26-2-vertical rail;26-3-upper transverse beam;
27-built-in fitting;28-longitudinal support beam;29-internal model traveling skid beam;
30-connector;31-auxiliary rod;32-embedded bar;
33-horizontal backing plate;34-locking nut;35-pier top beam section;
The bridge piers of 36-1-first;The bridge piers of 36-2-second;The bridge piers of 36-3-the 3rd;
The bridge piers of 36-4-the 4th;37-end bay beam section;
38-end bay Cast-in-Situ Segment;39-existing road;40-abrupt slope;
41-front side frame;42-middle bracket;43-rear side stent;
44-well word steel buttress;45-reinforced concrete base;46-the first transverse distribution beam;
47-longitudinal direction distribution beam;48-abutment;49-the first combination pier;
50-the second combination pier;51-the second transverse distribution beam;52-the three transverse distribution beam;
53-steel pipe support;54-Bailey beam;55-horizontal cushion cap;
56-cross-brace beam;57-vertical protective fence;58-abrupt slope side is across forming panel;
59-end bay closure segment;60-end bay cantilever segment;
62-kerbstone;63-bottom of slope inside cord;64-stability of slope line;
65-vertical sunpender;66-armored concrete anchors stake;
67-protecting canopy frame;68-mid-span beam section;69-secondary mid-span beam section;
70-bridge pier side is across forming panel.
Embodiment
A kind of asymmetric rigid frame-continuous girder construction technology as shown in Figure 1, asymmetric rigid frame-continuous girder of constructing are Concrete box girder and its be formed by connecting by mid-span beam section 68, secondary mid-span beam section 69 and two end bay beam sections 37, two end bays Beam section 37 is respectively that bridge pier side bridge section and the abrupt slope side bridge section above abrupt slope 40, the mid-span beam section 68 connect Between the bridge pier side bridge Duan Yuci mid-spans beam section 69, the secondary mid-span beam section 69 be connected to mid-span beam 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 mid-span beam section 68 are respectively supported on the second bridge pier 36-2 and the 3rd bridge pier 36-3, the secondary mid-span The both ends of beam section 69 are respectively supported on the 3rd 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, the 3rd bridge pier 36-3, Four bridge pier 36-4 and abutment 48 are reinforced concrete structure, refer to Fig. 5;
With reference to Fig. 2 and Figure 13, each end bay beam section 37 is hanged by end bay Cast-in-Situ Segment 38, end bay closure segment 59 with 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 mid-span beam section 68 is closed by two mid-span cantilever segments and the mid-span being connected between two mid-span cantilever segments Hold together section to be formed by connecting, the secondary mid-span beam section 69 by two time mid-span cantilever segments and be connected to two secondary mid-span cantilever segments it Between secondary mid-span closure segment be formed by connecting;
The end bay cantilever segment 60, the mid-span cantilever segment and the secondary mid-span cantilever segment are cantilever construction beam section and three Person is spliced from multiple along vertical bridge to the cantilever girder segment 1 laid from back to front;
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 mid-span beam section 68 State that mid-span cantilever segment is connected with the pier top beam section 35 being supported on the second bridge pier 36-2 and three and the second bridge pier 36-2 are formed First T structures, are leaned in the mid-span cantilever segment of the 3rd bridge pier 36-3, the secondary mid-span beam section 69 in the mid-span beam section 68 The secondary mid-span cantilever segment of nearly 3rd bridge pier 36-3 is connected and three with the pier top beam section 35 being supported on the 3rd bridge pier 36-3 Person and the 3rd bridge pier 36-3 form the 2nd T structures, and the secondary mid-span in the secondary mid-span beam section 69 close to the 4th bridge pier 36-4 is hanged Arm section, the end bay cantilever segment 60 of the abrupt slope side bridge section are connected with the pier top beam section 35 being supported on the 4th bridge pier 36-4 And three forms the 3rd T structures with the 4th bridge pier 36-4;
It across existing road 39 and the angle between existing road 39 is 60 °~75 ° that the abrupt slope side bridge section, which is, 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 the outside of road 39, the slope angle on the abrupt slope 40 is 60 °~70 °;
When constructing to asymmetric rigid frame-continuous girder, comprise the following steps:
Step 1: pier top beam section is constructed:To the pier top on the second bridge pier 36-2, the 3rd 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, the 3rd bridge pier 36-3 and the 4th bridge pier 36-4 Pier top bracket for pier top beam section 35 of constructing is installed respectively;
Step 2: T structures cantilever and bridge pier side are across cast-in-place section construction:Using Hanging Basket to the first T structures, the 2nd T structures and the 3rd T Structure carries out cantilever construction, while the end bay Cast-in-Situ Segment using adhesion type high-altitude mount support to the bridge pier side bridge section respectively 39 construct;
When carrying out cantilever construction to the first T structures using Hanging Basket, first two before and after the pier top beam section 35 on the second bridge pier 36-2 A Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the first T structures using two Hanging Baskets Step is constructed;
When carrying out cantilever construction to the 2nd T structures using Hanging Basket, first two before and after the pier top beam section 35 on the 3rd bridge pier 36-3 A Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 2nd T structures using two Hanging Baskets Step is constructed;
When carrying out cantilever construction to the 3rd T structures using Hanging Basket, first two before and after the pier top beam section 35 on the 4th bridge pier 36-4 A Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 3rd T structures using two Hanging Baskets Step is constructed;
As shown in Figures 2 and 3, adhesion type high-altitude mount support 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 stent along direction across bridge lay 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 Stating the 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 On pier shaft 4-7, the pier shaft 4-7 be hollow pier;
The high-altitude stent is not less than the vertical supports of 50m for height, and the vertical supports are divided into multiple from the bottom to top Frame segment, is fastenedly connected between neighbouring two bracket subsections by flange and is integrated;
The vertical supports include passing through between two well the cabinet frame 4-2, two well cabinet frame 4-2 symmetrically laid in left and right Multiple horizontal connection structures from top to bottom laid are fastenedly connected;Each well cabinet frame 4-2 includes four along the circumferential direction Uniformly distributed vertical supporting steel pipe 4-3, four vertical supporting steel pipe 4-3 includes two inner side steel pipes and two outside steel Pipe, is both provided with an outside steel pipe on the outside of the every inner side steel pipe, between two inner side steel pipes, two institutes State between the steel pipe of outside and between the every inner side steel pipe and outside steel pipe on the outside of it by multiple tracks by up to The steel pipe connecting extension bar of lower laying, which is fastenedly connected, to be integrated;Four inner side steel pipes in the vertical supports are along direction across bridge by a left side It is laid in the right side on same vertical plane, four in the vertical supports piece outside steel pipe is laid in from left to right along direction across bridge On same vertical plane;The bottom of four inner side steel pipes is supported on horizontal cushion cap 4-6;
Four are provided with the inside of the horizontal cushion cap 4-6 respectively for the anchor pile 4-8 of outside steel pipe bottom support, institute It is in vertically to laying to state anchor pile 4-8;An anchor pile 4-8, institute are both provided with immediately below the every outside steel pipe It is reinforced concrete pile to state anchor pile 4-8;
As Figure 1-1, the adhesion type connection structure 4-4 includes one of connecting cross beam 4-9 and four horizontal brace rods 4-11, the connecting cross beam 4-9 in horizontal layout and its laid along direction across bridge, the connecting cross beam 4-9 passes through more pull rod 4- 10 are fixedly secured on the madial wall of pier shaft 4-7;The every inner side steel pipe is described together between connecting cross beam 4-9 Horizontal brace rod 4-11 is fastenedly connected;The more pull rod 4-10 are laid in from left to right in same level and it is each attached to On the madial wall of pier shaft 4-7, the pull rod 4-10 is in horizontal layout and it is along vertical bridge to laying;Every pull rod 4-10's is outer End is each attached on connecting cross beam 4-9, and the inner of the every pull rod 4-10 is stretched in the inner cavity of pier shaft 4-7, every institute Pull rod 4-10 is stated to be each attached on the madial wall of pier shaft 4-7;Multiple confession pull rod 4-10 are provided with the madial wall of the pier shaft 4-7 to wear The pull rod mounting hole crossed, is provided with multiple through holes passed through for pull rod 4-10 on the connecting cross beam 4-9 from left to right;
Constructed using adhesion type high-altitude mount support to the end bay Cast-in-Situ Segment 39 of the bridge pier side bridge section When, process is as follows:
Step 2011, adhesion type high-altitude mount support are set up:Treat to set up the assembling of adhesion type high-altitude on the inside of the first bridge pier 36-1 Stent;
Step 2012, formwork erection:On the adhesion type high-altitude mount support described in step 2011 and the first bridge pier 36-1 Formwork-support is set up, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment 18 is set up in the formwork-support;Institute It is horizontal shore to state formwork-support;
Step 2013, end bay Cast-in-Situ Segment pouring construction:Using forming panel described in step 2012 to end bay Cast-in-Situ Segment 18 Carry out pouring construction;
Step 3: secondary mid-span beam section is closed up with bridge pier side bridge section:To the secondary mid-span closure segment of secondary mid-span beam section 69 into Row construction, completes time mid-span beam section 69 and closes up;Meanwhile construct 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:Cast-in-place section construction stent is set up on abrupt slope 40, and is utilized described existing Section construction bracket is poured to construct to end bay Cast-in-Situ Segment 18 of the abrupt slope side across Cast-in-Situ Segment;
Step 5: abrupt slope side closes up across Cast-in-Situ Segment:The end bay closure segment 59 of the abrupt slope side bridge section is applied Work, completes time abrupt slope side bridge section and closes up;
Step 6: mid-span is closed up:The mid-span closure segment of centering bridge section 68 is constructed, and is completed mid-span beam section 68 and is closed up.
Wherein, the end bay beam section 38 is more than the high-altitude large volume end bay beam of 50m and more than deck-molding 10m for bearing height Section.
More than the deck-molding 10m of the cantilever girder segment 1, length are more than 4m and its weight is more than 2000kN.
In the present embodiment, pull rod 4-10 described in step 2011 is finish rolling deformed bar.
The outer end of the every pull rod 4-10 is set with outer locking nut 11, and the connecting cross beam 4-9 is installed on pier shaft Between 4-7 and outer locking nut 11;The inner of the every pull rod 4-10 is set with internal locking nut 11, the internal locking spiral shell Mother 11 is in the inner cavity of pier shaft 4-7.
The pier shaft 4-7 is round-ended high hollow pier, and the quantity of the pull rod 4-10 is the six roots of sensation, pull rod 4-10 described in the six roots of sensation Structure snd size all same;
Pull rod 4-10 described in the six roots of sensation is divided to be laid in respectively for the two pull rod groups symmetrically laid in left and right, two pull rod groups At left and right sides of the madial wall of pier shaft 4-7, each pull rod group includes three pull rod 4-10.
To ensure support strength and stability, inner side steel pipe described in step 2011 and the outside steel pipe on the outside of it Between level interval be 2m~3m, the clear distance between the inner side steel pipe and pier shaft 4-7 is not more than 4m.
The outside diameter of the vertical supporting steel pipe 4-3 is φ 0.5m~φ 0.6m.
Also, the vertical spacing between neighbouring two adhesion type connection structure 4-4 is 10m~15m.
, can according to specific needs, between the outside steel pipe to the inner side steel pipe and on the outside of it during practice of construction The outside diameter of clear distance, the vertical supporting steel pipe 4-3 between level interval, the inner side steel pipe and pier shaft 4-7 and up and down phase Vertical spacing between two adhesion type connection structure 4-4 of neighbour adjusts accordingly respectively.
For easy construction, pull rod mounting hole described in step 2011 is drawing-die muscle hole, and the drawing-die muscle hole is for pier shaft 4-7 molding constructions carry out the through hole that the template lacing wire of drawknot passes through with pier shaft forming panel, and the pier shaft forming panel includes pier Body external mold and the pier shaft internal model being laid on the inside of the pier shaft external mold, the template lacing wire is is connected to the pier shaft external mold and institute State the horizontal steel tie between pier shaft internal model.
In the present embodiment, formwork-support 4-12, the shuttering supporting are laid with described in step 2011 in vertical supports Frame 4-12 is horizontal shore;
As shown in figure 4, the horizontal shore include twice be laid in bottom end rail 4-13 in same level, multiple tracks by Horizontal girder 4-14 and multiple tracks that left-to-right is laid in same level are laid in the upper horizontal stroke in same level from front to back Beam 4-15, four inner side steel pipe tops are provided with the bottom end rail 4-13 together, and four outside steel pipe tops are set There are one of bottom end rail 4-13, horizontal girder 4-14 described in per pass to be laid in described in twice on bottom end rail 4-13, per pass institute Upper beam 4-15 is stated to be laid in described in multiple tracks on horizontal girder 4-14;The bottom end rail 4-13 and upper beam 4-15 are along cross-bridges To laying, the horizontal girder 4-14 is along vertical bridge to laying;The inner of horizontal girder 4-14 described in per pass is supported in pier shaft 4-7 On.
It is equipped with a horizontal lumps of wood 4-17, the more horizontal lumps of wood 4- described in multiple tracks on upper beam 4-15 from left to right 17 are laid in same level, and the horizontal lumps of wood 4-17 is along vertical bridge to laying.
Wherein, the formwork-support 4-12 be to the template system of the end bay beam section 18 for rigid frame-continuous girder of constructing into The supporting rack of row support.
In the present embodiment, together with the bottom end rail 4-13 is both provided with the inner side steel pipe between the outside steel pipe Horizontal bearing beam 4-16, the horizontal bearing beam 4-16 are along vertical bridge to laying.The horizontal bearing beam 4-16 is falling prevention frame bearing beam.
The lower part segment of anchor pile 4-8 described in step 2011 is the anchoring section being anchored on riverbed, the anchoring section Length is not less than 1m, and the stake footpath of the anchor pile 4-8 is φ 0.8m~φ 1.2m.
During practice of construction, the stake footpath of 1m and anchor pile 4-8 can be not less than to the length of the anchoring section according to specific needs Adjust accordingly respectively.
The well cabinet frame 4-2 is connected using ring flange high-strength bolt, and easy for construction, construction quality is easy to control, and is reduced The overhead welding workload of well cabinet frame 4-2, accelerates construction speed, securely and reliably.
The end bay Cast-in-Situ Segment 39, end bay closure segment 41 and end bay cantilever segment 40 are a segment of end bay beam section 38. In the present embodiment, the wide 12m of top surface of the rigid frame-continuous girder, the wide 9.2m of bottom plate, flange plate 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, concrete square amount 315m3.End bay is cast-in-place in the bridge pier side bridge section 39 long 9.85m of section and its cantilever go out outside the pier shaft pallet top cap scope of the first bridge pier 36-1 that (cantilever moiety by weight is about by 7.0m 3700kN), thus the bridge pier side bridge section end bay Cast-in-Situ Segment 39 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 pier shaft considerable influence, and large volume, large-tonnage counterweight security risk are larger in addition.And the present invention is adopted Adhesion type high-altitude mount support is floor stand, and superaltitude rack bearing power and stability can obtain effective guarantee.And And the adhesion type high-altitude mount support stability is high, drawing-die reinforced hole (the arrangement size 1.0 of round-ended high hollow pier is made full use of × 1.0m), and using finish rolling deformed bar (i.e. pull rod 4-10) to drawing fixed attachment rod piece (i.e. connecting cross beam 4-9) and power transmission Cross bar (i.e. horizontal brace rod 4-11), 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 level interval between the inner side steel pipe and outside steel pipe on the outside of it is 2.5m, institute The outside diameter for stating vertical supporting steel pipe 4-3 be φ 0.53m and its be helix tube.In the well cabinet frame 4-2 adjacent two it is described vertical Steel pipe forms " well " per 6m using the welding stull of I16b I-steel and diagonal brace (i.e. described steel pipe connecting extension bar) between supporting steel pipe 4-3 Word steel branch pier structure.Vertical spacing between neighbouring two adhesion type connection structure 4-4 is 13m, two wells Lateral connection is carried out using I16b I-steel (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 caissons, and the anchor pile 4-8 is many into basement rock is stablized In 1.0m, the stake top of the anchor pile 4-8 sets pre-embedded steel slab and the outside steel-pipe welding;The inner side steel pipe support is in bridge On the cushion cap of pier 37, the cushion cap sets pre-embedded steel slab to weld and the inner side steel-pipe welding.Installation is complete by the well cabinet frame 4-2 Afterwards, the pre-buried anchor bar of the steel reinforcement cage exposed steel bar of anchor pile 4-8 and the cushion cap is welded with vertical supporting steel pipe 4-3 Firmly, then pour to form rock-steady structure with C30 concrete parcel.
In the present embodiment, 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 set frame gad block (specific at the top of vertical supporting steel pipe 4-3 Formed using 5 I20b I-steel group welderings), then direction across bridge load bearing cross beam (i.e. bottom end rail 4- is set on the gad block 13);Then, 23 I36b I-shaped steel longitudinal beams (i.e. horizontal girder 4-14) are installed, wherein web position sets 2 × 5, inner bottom plating Position 7, sets 2 × 3 under flange plate;Horizontal girder 4-14 one end is supported on load bearing cross beam and its other end is supported on 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 longeron;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 stent, the lumps of wood by the way of bamboo slab rubber is combined.Interior external mold sets drawing-die reinforcing bar, draws Mould muscle spacing is 80cm × 100cm.
In the present embodiment, cast-in-place section construction stent described in step 4 is across the cast-in-place section construction stent 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 stent in abrupt slope side includes Three to the vertical supports for being laid in the lower section of end bay Cast-in-Situ Segment 38 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 vertical bridge to laying;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 stent 43, before described Between existing road 39 and abrupt slope 40, the middle bracket 42 and rear side stent 43 are respectively positioned on abrupt slope 40 side stand 41; The height of the front side frame 41 is not less than 30m and it is located at the front of end bay Cast-in-Situ Segment 38, and the end bay Cast-in-Situ Segment 38 is with rear side Stent 43 and middle bracket 42 are divided into rear side beam section, middle part beam section and front side beam section from the front to the back for boundary;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 in parallel laying with existing road 39;By more between the two neighboring well word steel buttress 44 A the first vertical link 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 embedded in the cube reinforced concrete structure in ground for lower part;
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 inner side steel pipes and two outside steel pipes, and one is both provided with the outside of the every inner side steel pipe Outside steel pipe described in root, between two inner side steel pipes, between two outside steel pipes and the every inner side steel pipe The steel pipe connecting extension bar from top to bottom laid by multiple tracks between the outside steel pipe on the outside of it, which is fastenedly connected, to be integrated;Institute State inner side 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 inner side steel pipe is evenly distributed with the outside steel pipe top on the outside of it Equipped with longitudinal distribution beam 47 together, the longitudinal direction distribution beam 47 is in parallel laying and itself and existing 39 perpendicular laying of road;
Longitudinal distribution beam 47 is laid in same level described in 41 Zhong six of front side frame, the front side branch The first parallel with existing road 39 together transverse distribution beam 46 is provided with frame 41, the first transverse distribution beam 46 is supported in Described in six on first transverse distribution beam 46;
The middle bracket 42 includes the first combination pier 49 of two rows of structure snd size all sames, and it is equal often to arrange the combination pier The first combination pier 49 that extending direction including three along existing road 39 is laid from the front to the back, is often arranged adjacent in the combination pier It is fastenedly connected and is integrated by multiple the second vertical links 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 row 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 The horizontal brace rod laid from the bottom to top by multiple tracks between first combination pier 49, which is fastenedly connected, to be integrated;Often arrange the combination The second transverse distribution beam 51 together is erected with 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 stent 43 includes the second combination pier 50 of three structure snd size all sames, three second combinations Pier 50 is laid from the front to the back along the extending direction of existing road 39;The 3rd horizontal stroke together is erected with three the second combination piers 50 To distribution beam 52, the 3rd 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 the 3rd transverse distribution beam 52 are laid in same water In plane and three forms the horizontal support structure being supported to the top bearing frame;
The top bearing frame includes girder and the steel pipe support 53 being laid on the girder, girder and the steel pipe branch Frame 53 is along vertical bridge to laying;The girder includes the Bailey beam 54 that multiple tracks is laid in same level from left to right, per pass The Bailey beam 54 is along vertical bridge to laying;Bailey beam 54 described in multiple tracks is connected by multiple direction across bridge laid from front to back Frame, which is fastenedly connected, to be integrated;The rear end of Bailey beam 54 is supported on the horizontal cushion cap 55 of abutment 48 described in per pass, the level It is provided with cushion cap 55 and spacing vertical built-in fitting is carried out to Bailey beam 54;
When being constructed using across the cast-in-place section construction stent 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 for the treatment of that abutment 48 is constructed, in abutment 48 and existing road Across the cast-in-place section construction stent in abrupt slope side is set up between 39;
During being set up to across the cast-in-place section construction stent 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 the lower section of section 37;
Step 402, formwork erection:The high-altitude obliquely-intersected beams abrupt slope side is across cast-in-place section construction stent in step 401 On the top bearing 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.
During practice of construction, between the front side frame 41 and middle bracket 42 and middle bracket 42 and rear side stent 43 it Between level interval 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 less than the bottom level of the front end segmental construction Hanging Basket;
The top bearing frame, which further includes, to be erected on steel pipe support 53 and forming panel described in step 402 is propped up 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 The lower section of closure segment 59.
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 stent 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, is meeting that end bay is cast-in-place While Duan Wengu is supported, will not the construction of end bay other beam sections impact.
In the present embodiment, the front side frame is located between road surface and the kerbstone 62 of existing road 39, and kerbstone 62 positioned at the inner side of bottom of slope inside cord 63 on abrupt slope 40.
During 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 Level interval between 42 and between middle bracket 42 and rear side stent 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 State the level interval and middle bracket 42 and rear side stent between length, front side frame 41 and the middle bracket 42 of front side beam section Level interval between 43, just can carry out the installation position of three vertical supports easy, accurate determine.
While being optimized respectively to the structure of three vertical supports and position, by three vertical supports It is defined to and existing 39 parallel laying of road, not only easy construction, and while firm direction across bridge support is provided, having The vertical bridge of effect increase can provide firm support force, at the same time from direction across bridge and vertical bridge to bearing length and support strength to both direction The traffic safety of existing road 39 will not be impacted.
To further improve support stability, between the front side frame 41 and middle bracket 42 by it is multiple from left to right The 4th vertical link laid, which is fastenedly connected, to be integrated, and each 4th vertical link 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 and the second vertical steel pipe being fixed on directly over the anchor pile on abrupt slope 40, the anchor pile is armored concrete Stake, i.e. armored concrete anchoring stake 66.
Also, the lower section of stability of slope line 64 that the anchor pile bottom stretches to abrupt slope 40 is no less than 1m.
In the present embodiment, the anchor pile bores caisson for water mill.
In this way, side slope or surrounding environment will not be disturbed, can construct in less space, platform.Meanwhile hole quality compared with Good, hole wall zigzag can increase pile body bearing capacity.
In the present embodiment, the outside diameter of second vertical steel pipe is φ 0.6m~φ 0.7m.
In the present embodiment, the structure snd size all same of three well word steel buttresses 44, the inner side steel pipe is with being located at The level interval between the steel pipe of outside on the outside of it is 1m~1.5m, and the outside diameter of first vertical steel pipe is φ 0.6m~φ 0.7m。
During practice of construction, can according to specific needs, outside diameter, first vertical steel pipe to second vertical steel pipe Level interval between outside diameter and the inner side 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 more than 30m, and the present invention strengthens support stability using " well " word steel pipe buttress (i.e. well word steel buttress 44) form, together When for ensure four steel pipes of abutment pier " well " word steel buttress can stress at the same time, steel branch pier top first set longitudinal distribution beam 47, then First transverse distribution beam 46 is set again, abutment pier can be avoided to form bias effect, it is ensured that uniform force.
In the present embodiment, first vertical steel pipe is φ 630mm × 10mm steel pipes, adjacent first vertical steel pipe it Between connected using I-steel, the well word steel buttress 44 uses reinforced concrete Extended chemotherapy, and longitudinal direction is provided with 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 use double joint line-styled arrangement, and used second is perpendicular Thickeied to the steel pipe walls of steel pipe, while be not provided with longitudinal distribution beam 47.In addition, the middle bracket is connected with the front side frame It is integrated, the stability of high pier stent (i.e. described front side frame) can be further enhancing by the middle bracket.
In the present embodiment, the second vertical steel pipe used is φ 630mm × 12mm steel pipes 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 stent is located at the slope edges on abrupt slope 40 and it belongs to middle buttress, and the height of the rear side stent is 4m ~5m, the intensity of the rear side stent 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, the second vertical steel pipe used is φ 720mm × 12mm steel pipes in the rear side stent, 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 shaped steel (i.e. vertical built-in fitting) in the girder It is integral, further improve support stability.The pre-buried shaped steel is laid along direction across 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 buttress segments using ring flange, ring flange size for 800 × 800 × 20mm is simultaneously connected using 12 × φ 27mm high-strength bolts.The top of reinforced concrete base 45 is embedded with perpendicular for fixing described first To the pre-embedded steel slab of steel pipe, and the steel reinforcement cage in the reinforced concrete base 45 after first vertical steel pipe welding with using C30 concrete is wrapped to form entirety.45 bottom of reinforced concrete base is no less than 1.0m into basement rock, and in design stability of slope Line is no less than 1.0m below 64.
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 stands, and pre-buried shaped steel fixes shellfish thunder on the horizontal cushion cap 55 of the abutment 48 Beam 54, prevents Bailey beam 54 from indulging bridge to movement.
Since the middle bracket and the rear side stent 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 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, irrigate remaining 50cm~80cm concrete and form armored concrete parcel form, increase the bottom stability of steel buttress.
The top bearing frame further includes the cross-brace beam 56 being supported in from front to back on the girder, horizontal stroke described in multiple tracks Laid to supporting beam 56 along direction across bridge and it is laid in same level;Cross-brace beam 56 forms transverse direction described in multiple tracks Supporting structure, 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 same level from left to right It is laid in the horizontal lumps of wood on longitudinal lumps of wood described in multiple tracks from the front to the back with multiple tracks, the horizontal lumps of wood described in multiple tracks is laid in same water In plane, the longitudinal direction lumps of wood is laid along vertical bridge to laying under the transverse direction lumps of wood edge and cross-bridges.
In the present embodiment, the length of the end bay Cast-in-Situ Segment 38 is 32.85m, back plate width 12m, baseplate width 9.2m, Flange plate width 1.4m, deck-molding 7.5m, 0.55~1.65m of web thickness, termination tabula plate thickness 1.8m, 703.5m measures in concrete side3, Length uses three dimension prestressing structure design, 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, level interval and the middle bracket between the front side frame and the middle bracket with Level interval between the rear side is 13.5m, and the level interval between the rear side stent and abutment 48 is 7.5m.
During practice of construction, can according to specific needs, to the level interval between the front side frame and the middle bracket, The level interval between level interval and the rear side stent and abutment 48 point between the middle bracket and the rear side Do not adjust accordingly.
To strengthen the stability of Bailey beam 54 in the girder.Bailey beam uses beam structure, because of Bailey beam 54 and One transverse distribution beam 46, the second transverse distribution beam 51 and the 3rd transverse distribution beam 52 are oblique, every group of Bailey beam 54 (two panels) There are unbalance stress stabilization under oblique state, Bailey beam 54 is caused to be toppled under serious conditions.In the present embodiment, by described in multiple tracks Bailey beam 54 is fastenedly connected by multiple direction across bridge links laid from front to back and is integrated, and the direction across bridge link For the I-steel laid along direction across bridge, the spacing between the front and rear two neighboring direction across bridge link is 5.5m~6.5m.It is real When border is constructed, 54 and first transverse distribution beam 46 of Bailey beam, the second transverse distribution beam 51 and the 3rd 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;At the same time in abutment cushion cap Upper pre-buried shaped steel, fixed Bailey beam 54, can effectively prevent Bailey beam 54 and vertical and horizontal movement occurs.
When being set up in step 401 to across the cast-in-place section construction stent in the high-altitude obliquely-intersected beams abrupt slope side, prop up front side Level interval between frame 41 and middle bracket 42 and between middle bracket 42 and rear side stent 43 is 12m~15m, and institute The length for stating rear side beam section and 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 with Bailey beam 54, and installed on channel steel Bowl fastening type steel pipe support.
The abrupt slope side across used in forming panel 58 thickness be 1.5cm bamboo slab rubbers as bed die, bed die absolute altitude uses The jacking adjustment installed on steel pipe support 53.External mold uses punching block, and interior side form uses combined steel, drawing-die muscle spacing for 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, can be into one Step ensures the stability and support stationarity of stent, 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, a diameter of φ 100cm of anchor pile, using single pile list pier, because anchor pile is located in side slope, by Orographic condition limits, and 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 pours to stake top and sets 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 stent in the high-altitude obliquely-intersected beams abrupt slope side is set up, also need to institute State across the cast-in-place section construction stent in high-altitude obliquely-intersected beams abrupt slope side and carry out precompressed, and precompressed, inspection are carried out using sandbag or precast concrete block The intensity and stability of stent are tested, eliminates the inelastic deformation of whole stent and the sedimentation and deformation of ground, measures the bullet of stent Property deformation, using points of 6 grades loadings, 20%, 40%, 60%, 80%, 100% and 120% for taking builder's tonnage respectively are added Carry, measurement is unloaded after the completion of loading, determine the elastic deformation and inelastic deformation value of stent.By elastic deformation value, setting of ground Value is superimposed with the camber for needing to set because of other factors proposed in Construction control, the pre- arch that should be used when calculating construction Degree, bed die absolute altitude is adjusted by the camber calculated.Precompressed records:Precompressed overall process should all perform record.
In step 403 during end bay Cast-in-Situ Segment pouring construction, first assembling reinforcement simultaneously installs corrugated conduit, then carries out concrete filling Note.
Constructed in step 3 to secondary mid-span closure segment and to the end bay closure segment 59 of the bridge pier side bridge section into Constructed during row construction, in step 5 to the end bay closure segment 59 of the abrupt slope side bridge section and step 6 in centering bridge When the mid-span closure segment of section 68 is constructed, constructed using closure segment hanger.Thus, using conventional closure segment hanger Method, to secondary mid-span closure segment, mid-span closure segment and the end bay of the bridge pier side bridge section and the abrupt slope side bridge section Closure segment 59, construct.
When constructing to the end bay closure segment 59 of the abrupt slope side bridge section, using the high-altitude obliquely-intersected beams abrupt slope Across the cast-in-place section construction stent in side is constructed, and can further ensure that working security.In the present embodiment, to the abrupt slope side When the end bay closure segment 59 of bridge section is constructed, constructed using closure segment hanger.Described in the closure segment hanger utilizes Across the cast-in-place section construction stent in high-altitude obliquely-intersected beams abrupt slope side 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 the cantilever girder segment 1 of constructing, The template system of molding construction is carried out positioned at the underface of the main couple and to cantilever girder segment 1 and hangs the template system The lifting system being hung on the main couple, is fastened by the lifting system between the main couple and the template system and connected It is connected in one;The cantilever girder segment 1 is concrete box girder;
The main couple is symmetrically laid in the top of cantilever girder segment 1 or so including preceding upper beam 8, rear upper beam 9 and two Truss group, be fastenedly connected by lateral connection frame 10 between two truss groups, the preceding upper beam 8,9 and of rear upper beam Lateral connection frame 10 is laid in horizontal layout and three along direction across bridge, two truss groups by preceding upper beam 8, it is rear on Crossbeam 9 and lateral connection frame 10 are fastenedly connected and are integrated;Each truss group includes two triangle purlins laid side by side Frame 2, the structure snd size all same of two triangular trusses 2 and the two be in vertically to laying, two triangles Truss 2 is along vertical bridge to laying and be fastenedly connected be integrated by multiple transverse links 3 therebetween;Four in the main couple 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 the internal model 10 positioned at the inner side of cantilever girder segment 1, positioned at cantilever beam It is the end template 4 of 1 bottom of segment, right respectively positioned at the lower section of end template 4 and the bottom supporting rack being supported to end template 4 and two Claim the outer side mold 6 for being laid in the left and right sides of cantilever girder segment 1, the outside of each outer side mold 6 is both provided with side form supporting rack 7;The bottom supporting rack is included positioned at the preceding bottom end rail 11 of the front side of end template 4 lower section and behind the rear side of end template 4 lower section Bottom end rail 12, the preceding bottom end rail 11 and rear bottom end rail 12 in horizontal layout and the two laid along direction across bridge, it is described front lower Crossbeam 11 is located at the underface of preceding upper beam 8;The inner side of internal model 10 is provided with internal model supporting rack 17;
The lifting system includes carrying out the bottom supporting rack bed die lifting structure of lifting, two symmetrical cloth And if to side form supporting rack 7 carry out lifting side form lifting structure and to internal model 10 carry out lifting internal model lifting structure, two The side form supporting rack 7 is laid in the left and right sides of cantilever girder segment 1 respectively;The bed die lifting structure is included on before being connected to The preceding vertical sunpender 13 of bed die and the bottom being connected between the main couple and rear bottom end rail 12 between crossbeam 8 and preceding bottom end rail 11 Vertical sunpender 14 after mould, each side form lifting structure include the side between upper beam 8 and side form supporting rack 7 before being connected to 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 supporting rack 7, the internal model carry Structure is hung to have poured including vertical sunpender 19 before the internal model before being connected between upper beam 8 and internal model supporting rack 17 and on rear side of being connected to Vertical sunpender 20 after internal model between beam section 18 and internal model supporting rack 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, preceding upper beam 8, rear upper beam 9, preceding bottom end rail 11 and the rear bottom end rail 12 are shaped steel, institute It is by the assembled vertical supporting truss of plurality of rods part to state side form supporting rack 7.
As shown in fig. 7, the side form traveling skid beam 21 together is both provided with 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 supporting rack 7, and each side form supporting rack 7 is supported in one Described in road in side form traveling skid beam 21;21 symmetrical laying of side form traveling skid beam described in twice, the side form traveling skid beam 21 in horizontal layout and it is along vertical bridge to laying;
Vertical sunpender 15 is the vertical sunpender between upper beam 8 and side form traveling skid beam 21 before being connected to before the side form, Vertical sunpender 16 is the vertical sunpender being connected between rear upper beam 9 and side form traveling skid beam 21 after the side form.
In the present embodiment, the internal model supporting rack 17 includes multiple internal model truss being supported in from front to back in internal model 10, It is fastenedly connected and is integrated by longitudinal connecting member between multiple internal model truss;Each internal model truss is included in vertical The intrinsic laterally branch of the truss is from top to bottom laid in the truss body and multiple tracks laid and be supported to internal model 10 Strut 22, the truss body are laid on same vertical plane with transverse support bar 22 described in multiple tracks;
The internal model 10 includes cope plate and two inner side templates for being symmetrically laid in lower section at left and right sides of the cope plate; The truss body is symmetrically connected to the horizontal support including the horizontal shore being supported in below the cope plate and two The vertical supports being supported below at left and right sides of frame and to the inner side template, two vertical supports pass through described in multiple tracks Transverse support bar 22 is connected as one;
One of internal model traveling skid beam 29 is symmetrically arranged with the internal model supporting rack 17, the internal model traveling skid beam 29 is in water Plain cloth is set and it is along vertical bridge to laying, and the internal model supporting rack 17 is supported in described in twice in internal model traveling skid beam 29, twice institute Internal model traveling skid beam 29 is stated symmetrically to be laid in below the left and right sides of the horizontal shore;Vertical sunpender 19 is before the internal model Preceding upper beam 8 and the vertical sunpender of 29 front end of internal model traveling skid beam are connected to, vertical sunpender 20 is after being connected to after the internal model The vertical sunpender between 29 rear end of top plate and internal model traveling skid beam of beam section 18 is poured in side.
In the present embodiment, the truss body is laid in internal model 10, the truss body and two inner side templates It is in vertically to laying.
The longitudinal connecting member is the longitudinally connected bar along vertical bridge to laying, and the quantity of the longitudinally connected bar is multiple. In the present embodiment, the longitudinally connected bar is angle steel.
In the present embodiment, the transverse support bar 2 and the truss body are laid along direction across bridge, the transverse support bar 2 be in horizontal layout.
In the present embodiment, the quantity of vertical sunpender 19 is two before the internal model and the two lays in symmetrical;The internal model The quantity of vertical sunpender 20 is two groups afterwards, and vertical sunpender 20 is laid in symmetrical after internal model described in two groups, is erected after internal model described in two groups Vertical sunpender 20 after including one or two described internal model to sunpender 20.
In the present embodiment, the quantity of vertical sunpender 13 is six before the bed die, vertical sunpender 13 before six bed dies It is laid in from left to right on same vertical plane;
Before vertical sunpender 13 is symmetrically laid in the front of cantilever girder segment 1 left and right sides including two before six bed dies Inner side sunpender and two groups of preceding outside sunpenders for being symmetrically laid in the left and right sides of cantilever girder segment 1, preceding outside sunpender is equal described in every group Including the preceding outside sunpender two positioned at the outside of outer side mold 6.
In the present embodiment, the quantity of vertical sunpender 15 is twice before the side form.
In the present embodiment, the triangular truss 2 includes longeron, the column that bottom is installed on the longeron and is located at The preceding brace and rear brace of the column front and rear sides, the longeron, the column, the preceding brace and described retread Pull rod is respectively positioned on same vertical plane;The preceding brace and it is described after brace upper end and the column at the top of between with Articulated manner connect, the column bottom, the preceding brace bottom and it is described after between brace bottom and the longeron Connect in hinged way;
The preceding upper beam 8 and rear upper beam 9 are installed on the longeron.
In the present embodiment, the main couple is the major bearing structures of Hanging Basket, rod piece used by the triangular truss 2 It is the square-section rod piece of common hot-rolled steel channel composition, is connected in the triangular truss 2 between rod piece using steel pin.
In the present embodiment, the main couple further includes middle upper beam 23, and the middle part of four triangular trusses 2 passes through Middle upper beam 23 is fastenedly connected;The middle upper beam 23 is located at the surface of rear bottom end rail 12, vertical sunpender 14 after the bed die It is connected between upper beam 23 and rear bottom end rail 12.
The quantity of vertical sunpender 14 is two after the bed die, 14 symmetrical cloth of vertical sunpender after two bed dies If vertical sunpender 14 is located at the outside of outer side mold 6 after the bed die.
In the present embodiment, the bed die lifting structure further includes multiple lay from left to right again in rear on same vertical plane The vertical sunpender 24 in side, the rear vertical sunpender 24 in inner side are laid on same vertical plane with vertical sunpender 14 after bed die;After described The vertical sunpender 24 in inner side is connected between rear bottom end rail 12 and rear side poured 18 bottom plate of beam section, it is described after the vertical sunpender 24 in inner side Top is located at rear side and has poured in the inner cavity of beam section 18.
In actual use, can according to specific needs, to vertical sunpender 14, side form after vertical sunpender 13, bed die before bed die The quantity of vertical sunpender 20 and laying after vertical sunpender 19 and internal model before vertical sunpender 16, internal model after preceding vertical sunpender 15, side form Position adjusts accordingly respectively.
Meanwhile double limb triangle hanging baskets further include walking system;
The walking system includes two walking mechanisms 25 for being symmetrically mounted on lower section at left and right sides of the main couple, each The walking mechanism 25 is respectively positioned on the underface of a truss group;The rear side has poured and has been equipped with a left side on the top plate of beam section 18 The long rails 26 that right twice are walked for walking mechanism 25 respectively, the long rails 26 are along vertical bridge to laying.
In the present embodiment, as shown in figure 9, the long rails 26 are laid in rear side from front to back including multiple tracks has poured beam section Lower transverse beam 26-1 on 18 top plates, twice be laid in described in multiple tracks at left and right sides of lower transverse beam 26-1 the vertical rail 26-2 of top and Multiple tracks is laid in the upper transverse beam 26-3 indulged described in twice on rail 26-2, the lower transverse beam 26-1 and upper transverse beam from front to back 26-3 is laid along direction across bridge, and the vertical rail 26-2 is along vertical bridge to laying;
Upper transverse beam 26-3 described in lower transverse beam 26-1 described in multiple tracks and multiple tracks, which passes through, to be indulged rail 26-2 fastenings and connects described in twice It is connected in one;Upper transverse beam 26-3 described in per pass by one or more lower parts be embedded in rear side poured it is pre-buried in beam section 18 Part 27 is fixed on rear side and has poured the top of beam section 18;The built-in fitting includes pre-buried spiral and is installed on the pre-buried screw-thread steel Stop nut on muscle, the stop nut are located above upper transverse beam 26-3, and the pre-buried spiral is in vertically to laying;
The walking mechanism 25 includes being installed on the preceding bearing of the preceding lower section of upper beam 8 and is installed on the rear lower section of upper beam 9 Rear support, the preceding bearing and the rear support are the mobile support saddle that can be moved back and forth along rail 26-2 is indulged described in twice.
In the present embodiment, the bottom supporting rack further includes multiple longitudinal direction branch for being supported in the lower section of end template 4 from left to right Beam 28 is supportted, multiple longitudinal support beams 28 are laid on same plane and it is along vertical bridge to laying, the preceding bottom end rail 11 The lower section of longitudinal support beam 28, each longitudinal support beam 28 lower horizontal stroke with preceding bottom end rail 11 and afterwards are respectively positioned on rear bottom end rail 12 Beam 12 is fastenedly connected.
Also, bottom end rail 12 is located at the underface of the column after described.
During practice of construction, the position of rear bottom end rail 12 can be adjusted accordingly according to specific needs.
As shown in the above, the long rails 26 use overall track, and the rear support is symmetrical using left and right two The inverse buckling wheel of laying, each inverse buckling wheel are installed on a vertical rail 26-2, thus can the walking of effective guarantee heavy type Hanging Basket When stability.Meanwhile effective anchoring of Hanging Basket is realized by long rails 26 and the built-in fitting, further improve the steady of the gaily decorated basket It is qualitative, and ensure construction safety.
In the present embodiment, the cross section of the vertical rail 26-2 is I-shaped.
Beam section 18 has been poured since long rails 26 are anchored in rear side by the built-in fitting, the pre-buried spiral shell in the built-in fitting Line reinforcing bar is vertical prestressing bar, and butter is applied between the preceding bearing and long rails 26 and plays lubricating action, the rear support is used Inverse buckling wheel is rolled along 26 lower edge of long rails, can be moved forward under the thrust of 2 centre-hole jacks.
In the present embodiment, the weight 4380kN of the pier top beam section 35, average deck-molding 15.696m;Each cantilever girder segment 1 Weight is more than 2300kN.Flange plate root thickness 0.87m, the end thickness 0.27m of the rigid frame-continuous girder.Outermost is erected To deformed bar centre-to-centre spacing 8.96m.The rigid frame-continuous girder sets three dimension prestressing, and longitudinal maximum prestress beam is straight for 27 Footpath 15.2mm, the steel strand wires that strength grade is 1860MPa.Web vertical uses double 32 fining twisted steels 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, since main couple is using double truss (i.e. truss group), while construction demand is met, is subsequently encountered similar engineering Truss group can be divided into two and meet general bridge cradle construction requirement, it is cost-effective.
Hanging Basket stress is mainly delivered to rear side and poured in beam section 18 and preceding upper beam 8 by the lifting system.This implementation In example, vertical sunpender 16 after vertical sunpender 15, side form before vertical sunpender 14, side form after vertical sunpender 13, bed die before the bed die, Vertical sunpender 20 is finish rolling deformed bar after vertical sunpender 19 and internal model before internal model, and finish rolling deformed bar connection uses converter Connection, avoids the problem that easily loosening using connector connection.Compared with general steel plate suspender belt, sunpender is done using finish rolling deformed bar Easy to operate, speed of application is fast.In actual use, sunpender connection lower and upper cross-member undertakes primary load, and uses chain block control Hanging Basket processed load-bearing on the move and elevation coarse adjustment.
Poured as shown in figure 8, double limb triangle hanging baskets further include the symmetrical rear side that is laid in left and right two in beam section 18 Anchor structure is secretly buried, each described secretly bury is respectively connected with an auxiliary rod 31 below anchor structure;
The connector 30 for secretly burying anchor structure and including embedded bar 32 and being connected with 32 bottom of embedded bar, it is described pre- Bury reinforcing bar 32 and connector 30 is embedded in rear side and has poured in beam section 18;The embedded bar 32 and connector 30 in vertically to Lay and the two is respectively positioned on the surface of rear bottom end rail 12, beam section has been poured in 30 bottom of connector with rear side at its present position 18 bottom surface flush;The auxiliary rod 31 is in vertically to laying, 31 upper end of auxiliary rod and the fastening of connector 30 company Connect, 31 lower end of auxiliary rod is connected with rear bottom end rail 12;The embedded bar 32, connector 30 and positioned at connector 30 just The auxiliary rod 31 of lower section is laid on same vertical curve, 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 it is thick, width is big, volume is big and weight weight, side has been in the rear Pour it is pre-buried in the bottom plate of beam section 18 be used to installing the connector 30 of auxiliary rod 31, the connector 30 in vertically to lay and its Positioned at the surface of rear bottom end rail 12, the bottom surface that 30 bottom of connector has poured beam section 18 with rear side at its present position is equal Together.The auxiliary rod 31 is in be fastenedly connected vertically to laying, 31 upper end of auxiliary rod with connector 30, the auxiliary hanging 31 lower end of bar is connected with rear bottom end rail 12.The quantity of the auxiliary rod 31 is two, two 31 symmetrical cloth of auxiliary rod It is located at rear side to have poured at left and right sides of the bottom plate of beam section 18, two auxiliary rods 31 are respectively positioned on the left and right that rear side has poured beam section 18 Between two coxostermums.In this way, realize that cradle bottom effectively anchors by auxiliary rod 31, and after solving, bottom end rail 12 is local holds Carry power overrun issues, it is ensured that construction safety.Before Hanging Basket is moved, it will only need to auxiliary rod 12 and back-out out of connector 30, Ran Houzheng Often carry out hanging basket advancing.It is above-mentioned easy to operate with the anchoring process that auxiliary rod 31 is combined based on connector 30, safety Reliably, and in rear side the beam bottom for having poured beam section 18 will not leave behind " scar ".
To meet that anchoring is firm, the rear side has poured and embedded bar 32 is embedded with beam section 18, the embedded bar 32 Bottom is connected with connector 30, and the length of the embedded bar 32 is not less than 1.2m, and the embedded bar 32 is in vertically to laying And it is located at the surface of auxiliary rod 31,31 upper end of auxiliary rod is connected with connector 30.
During practice of construction, the embedded bar 32 forms with connector 30 and secretly buries anchor structure.
In the present embodiment, 32 top of embedded bar is equipped with horizontal backing plate 33 and locking nut 34, the locking nut 34 are provided with the through hole passed through for embedded bar 32 positioned at the horizontal top of backing plate 33, the horizontal middle part of backing plate 33.The horizontal pad Plate 33 and locking nut 34 are poured have been poured in beam section 18 in rear side.
In the present embodiment, the connector 30 is finish rolling deformed bar connector.The auxiliary rod 31 and embedded bar 32 be finish rolling deformed bar.
In the present embodiment, it is the pier top beam section being in water on pier, i.e. 0# beam sections that the rear side, which has poured beam section 18,.
In the present embodiment, the template system further includes the front-end template positioned at the front side of cantilever girder segment 1, the front end mould Plate is supported on end template 4 and it is between two outer side molds 6.The front-end template, internal model 10, end template 4 and outer Side form 6 uses truss piece and steel form.
The outer skeleton and truss of the outer side mold 6 are formed by the weldering of channel steel group, and panel uses 6mm cold-rolled steel sheets.It is described outer Side form 6 is supported in side form traveling skid beam 21, and the front end of side form traveling skid beam 21 is hung by vertical sunpender 15 and skid beam before side form Before frame is suspended on upper beam 8, the rear end of side form traveling skid beam 21 is suspended in middle upper beam 23 by vertical sunpender 16 after side form On, wherein the middle cross beam is on perpendicular with the column, and wherein the middle cross beam is laid along direction across bridge and it is connected to four institutes State on the longeron of triangular truss 2.Rear hanger is equipped between vertical sunpender 16 and side form traveling skid beam 21 after the side form, after There is rolling bearing on hanger, when Hanging Basket is walked, side form traveling skid beam 21 slides together with outer side mold 6 along rear hanger.
When Hanging Basket is walked, before preceding bottom end rail 11 is hung on upper beam 8, rear bottom end rail 12 is hung in side form traveling skid beam 21, Synchronously move forward with the main couple.
The internal model supporting rack 17 is supported in internal model traveling skid beam 29, and 29 front end of internal model traveling skid beam before internal model by erecting Before being suspended in sunpender 19 on upper beam 8,29 rear end of internal model traveling skid beam has been suspended on rear side by vertical sunpender 20 after internal model On the top plate for pouring beam section 18.Rear hanger is equipped between vertical sunpender 20 and internal model traveling skid beam 29 after the internal model, there is rolling thereon Dynamic bearing, when Hanging Basket is walked, internal model 10 slides together with internal model traveling skid beam 29 along the rear hanger.
As shown in Figure 11, Figure 12, the transverse support bar 22 and the truss body are laid along direction across bridge, the transverse direction Supporting rod 22 is in horizontal layout.
The horizontal shore is pull pin-connected panel supporting rack, and the pull pin-connected panel supporting rack includes middle bracket 1-3 Symmetrically the left and right sides of middle bracket 1-3 is laid in two and can carry out the side bracket 1-4 of horizontal pulling, the middle part branch Frame 1-3 and two side bracket 1-4 is in vertically to laying;Two side bracket 1-4 are laid in same vertical plane On, the middle bracket 1-3 is located at front side or the rear side of side bracket 1-4;The middle bracket 1-3 and two sidepiece branch Frame 1-4 is in the plane girder of laying, the middle bracket 1-3 includes the first top boom 1-3-1, on first vertically 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, positioned 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 in the straight-bar of horizontal layout and the two laying In in same level;
The inner of the second top boom 1-4-1 is provided with multiple upper horizontal connector 1-5 from left to right, it is multiple it is described on Horizontal connector 1-5 is laid in same level, multiple upper horizontal connector 1-5 in it is parallel laying and its with The second perpendicular layings of top boom 1-4-1;The upper horizontal company of multiple confessions respectively is provided with the first top boom 1-3-1 from left to right The upper Level tune hole 1-6 of fitting 1-5 installations;
The inner of the second lower boom 1-4-2 is provided with multiple lower horizontal connector 1-7 from left to right, it is multiple it is described under Horizontal connector 1-7 is laid in same level, multiple lower horizontal connector 1-7 in it is parallel laying and its with The second perpendicular layings of lower boom 1-4-2;The lower horizontal company of multiple confessions respectively is provided with the first lower boom 1-3-2 from left to right Fitting 1-7 peaces hold Level tune hole 1-8;
The upper Level tune hole 1-6 and lower Level tune hole 1-8 is elongate holes.
In the present embodiment, the first top boom 1-3-1 of all middle bracket 1-3 is by described vertical in the truss body It is fastenedly connected and is integrated to connector, the second top boom 1- of all side bracket 1-4 in left side is located in the truss body 4-1 is fastenedly connected by the longitudinal connecting member and is integrated, and all side bracket 1-4 on right side are located in the truss body The second top boom 1-4-1 be fastenedly connected and be integrated by the longitudinal connecting member.
In the present embodiment, the upper horizontal connector 1-5 and lower horizontal connector 1-7 are connection bolt.
In actual use, the upper horizontal connector 1-5 and lower horizontal connector 1-7 can also use other types of company Fitting.
In the present embodiment, the vertical supports are vertical supporting bar 1-9, on the vertical supporting bar 1-9 upper ends and second Chord member 1-4-1 is connected in hinged way between outer end.
In actual use, the first top boom 1-3-1, the first lower boom 1-3-2, the first web member 1-3-3, second are winded up Bar 1-4-1, the second lower boom 1-4-2 and the second web member 1-4-3 are shaped steel rod piece.
As shown in figure 11, the transverse support bar 22 is adjustable rod.
In the present embodiment, the adjustable rod includes horizontal screw thread sleeve and two difference coaxial packages in the water Horizontal screw thread bar at left and right sides of flat thread sleeve, the outer end of each horizontal screw thread bar are fixedly mounted on the vertical branch On frame.
In the present embodiment, threadably it is attached between the horizontal screw thread bar and the vertical supports.
In actual use, can synchronously be taken out according to actual support demand, side bracket 1-4 described to two Draw, pull in place after, using upper horizontal connector 1-5 and lower horizontal connector 1-7 by two side bracket 1-4 with Portion's stent 1-3 connections, complete the coarse tuning process of the utility model;Afterwards, the utility model is supported in internal model 10.
Since upper Level tune hole 1-6 and lower Level tune hole 1-8 are elongate holes, the utility model is supported in interior After in mould 10, Level tune hole 1-6 and lower Level tune hole 1-8 are in the horizontal direction to two side brackets in recycling 1-4 is finely adjusted, the firm support purpose so as to fulfill the utility model to 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 Rear side baffle 2-2 arranged on 4 back side top of end template, above end template 4 and carry out shaping to 1 bottom of cantilever girder segment and apply The beam bottom mother plate 2-4, the rear side baffle 2-2 of work are in vertically to laying;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 laying and the two laid along direction across bridge, it is described Rear side baffle 2-2 and front-end template 2-7 is installed between two symmetrical side templates 6 being laid at left and right sides of end template 4;
The rear side baffle 2-2 is located at rear side and has poured below the front side of beam section 18, the top support top of the rear side baffle 2-2 On the bottom surface that rear side has poured beam section 18, it is beams of concrete that the cantilever girder segment 1 and rear side, which have poured beam section 18,;The rear side Baffle 2-2 is located at beam bottom mother plate 2-4 rears, and the end template 4, rear side baffle 2-2, rear side have poured the bottom surface of beam section 18, laid In on end template 4 and in vertically surrounding sand interstitital texture 2-5's to the front-end template 2-7 of laying and two side templates 6 Filled cavity, the front-end template 2-7 points for the bottom template segment on front side of sand interstitital texture 2-5 and to cantilever girder segment 1 Front end face carry out molding construction upper mould section;The beam bottom mother plate 2-4 is supported on sand interstitital texture 2-5, described The rear end branch of beam bottom mother plate 2-4 withstands on the bottom surface front end that rear side has poured beam section 18, and the front end branch of beam bottom mother plate 2-4 withstands on front end mould On plate 2-7, the beam bottom mother plate 2-4 is installed between two side templates 6.
Wherein, the sand used in the sand interstitital texture 2-5 is the working sand of conventional project, i.e., tiny stone Grain.
In the present embodiment, the beam bottom mother plate 2-4 is bamboo slab rubber.
In actual use, the beam bottom mother plate 2-4 can also use other types of template, such as plank.
In the present embodiment, the rear side baffle 2-2 is steel plate.
To be fixed, it is provided with the end template 4 and spacing spacing beam 2-9, the limit is carried out to rear side baffle 2-2 Position beam 2-9 in horizontal layout and its laid along direction across bridge, the spacing beam 2-9 is located at the bottom rear of rear side baffle 2-2.
In the present embodiment, the skewed horizontal load 2-13 being supported to front-end template 2-7, institute are provided with the end template 4 State skewed horizontal load 2-13 to be located on front side of front-end template 2-7, the bottom of the skewed horizontal load 2-13 is supported on end template 4, described The upper end branch of skewed horizontal load 2-13 is withstood on front-end template 2-7.
During practice of construction, end template 4 need to only be declined, and two side templates 6 are corresponded into lengthening, then lay rear side baffle 2- 2 and front-end template 2-7 forms filled cavity, and fills sand in the filled cavity and form sand interstitital texture 2-5, then in sand Beam bottom mother plate 2-4 is laid with interstitital texture 2-5.In this way, just it 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 compositions, can efficiently solve the problems, such as that Hanging Basket bed die overlaps.
It is described meanwhile bed die adjustment structure further includes the cross beam support bar 2-15 being supported to rear bottom end rail 12 Cross beam support bar 2-15 is withstood on rear bottom end rail 2-12 for skewed horizontal load bar and its top branch, the cross beam support bar 2-15 bottoms Support is in water on pier 36.
In the present embodiment, the cross beam support bar 2-15 bottoms are supported in the water on pier top bracket fixed on pier. Pier 36 is double thin wall pier in the water.
In the present embodiment, it is pier top beam section (the also referred to as 0# beams being supported in water on pier that the rear side, which has poured beam section 18, Section), the cantilever girder segment 1 is the 1# beam sections being connected with 0# beam sections front end.
Junction between the 0# beam sections and 1# beam sections is the bottom plate of the 1# beam sections rear end junction at changes of section For knick point, the bottom plate of the 0# beam sections termination section is 45 ° of slopes, and 1# sections of beam bottom longitudinal slopes are 11 ° °, thus 1# beam sections are applied Bottom end rail 12 is located at 45 ° of slope positions after Hanging Basket in work, causes the normal bed die of Hanging Basket to be less than the design position of 1# beam section bottom plates About 90cm or so is put, Hanging Basket bed die can not be closely connected with the beam bottom of 1# beam sections, while vacantly to easily lead to bed die unstable for bed die, uses After above-mentioned bilayer bed die, it can effectively solve the problems, such as that bed die overlaps, while because 1# beam section beams bottom longitudinal slope is larger, using for constructing The cross beam support bar 2-15 being supported to rear bottom end rail 12 is added on the calf support (i.e. triangle bracket 14) of 0# beam sections, is increased Add the stability of bed die.The quantity of the cross beam support bar 2-15 is twice, and cross beam support bar 2-15 is supported respectively described in twice In the front and rear sides of rear bottom end rail 12, the bottom of the cross beam support bar 2-15 is supported on triangle bracket 2-14 and it is pushed up Portion's branch is withstood on rear bottom end rail 12.The triangle bracket 2-14 is pier top bracket.
Since 1# beam section beams bottom longitudinal slope is larger, Hanging Basket bed die is there are horizontal thrust during casting concrete, the bilayer in addition The frictional force that bed die has poured 18 concrete of beam section overlap joint with rear side is relatively small, therefore the stabilization of rear bottom end rail 12 is crucial, is used Cross beam support bar 2-15 can effectively solve bed die stable problem described in twice.
During practice of construction, when large span rigid frame-continuous girder is usually non-uniform beam, non-uniform beam refer to moment of flexure compared with General goal uses larger section, and less section is used in moment of flexure smaller part.The beam that this section changes along axis, referred to as becomes and cuts Face beam.The cantilever beam section of rigid frame-continuous girder is carried out in work progress using Hanging Basket, when constructed cantilever beam section is by multiple outstanding During 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 angle of inclination (i.e. beam bottom longitudinal slope angle) it is different when, the connection between two neighboring cantilever beam section Place is just knick point.For example, the termination section of a upper cantilever beam section is 45 ° of slopes, and the beam bottom of next cantilever beam section is indulged Slope is 11 °, and so bottom end rail is located at 45 ° of slope positions after Hanging Basket in the construction of next cantilever beam section, is causing Hanging Basket just Normal bed die is less than the design position corresponding height of current cantilever beam section bottom plate of constructing, the problem of causing bed die to be difficult to overlap.Cause And can effectively it be solved the above problems using bed die adjustment structure.
In addition, the cantilever girder segment 1 of rigid frame-continuous girder is carried out in work progress using Hanging Basket, when constructed cantilever beam section Section 1 is non-uniform beam, and when the lumen width of constructed cantilever girder segment 1 gradually increases from the front to the back, internal model support frame In the width of each internal model truss need to accordingly be adjusted.But nowadays used internal model truss is fixed truss, it is tied Structure and size cannot be adjusted accordingly according to use occasion, when using Hanging Basket to the outstanding of multiple and different sections of rigid frame-continuous girder When arm girder segment is constructed, need to accordingly process more set internal model truss, input cost is high, and each cantilever beam segmental construction it Before, it is both needed to replace internal model truss, work progress is complicated, time-consuming.Then can using internal model truss as shown in figure 11 Solve the above problems, it is easy to operate, it is particularly suitable for the construction site more than 1 quantity of cantilever girder segment.
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, comprise the following steps:
Step A1, Hanging Basket is installed:Double limb triangle hanging baskets are installed in pier top beam section 35, and hang double limb triangles Basket is at the construction location of the rear end segment;
Step A2, Hanging Basket cantilever construction:The rear end segment is applied using double limb triangle hanging baskets described in step A1 Work, obtains the rear end segment of construction molding;
Step 2022, next cantilever beam segmental construction, comprise the following steps:
Step B1, hanging basket advancing:Double limb triangle hanging baskets are moved into forward applying for next cantilever girder segment 1 Station puts place;
Step B2, Hanging Basket cantilever construction:Using double limb triangle hanging baskets described in step B1 to next cantilever beam section Section 1 is constructed;
Step 2023, one or many repeat steps 2022, until completing the work progress of the cantilever beam section.
When Hanging Basket cantilever construction is carried out in the present embodiment, in step A2, in the rear in end carriage section pre-buried two it is described dark Bury anchor structure;
When Hanging Basket cantilever construction is carried out in step B2, pre-buried two described are secretly buried in current cantilever girder segment 1 of constructing Anchor structure.
In the present embodiment, in step A1 after Hanging Basket installation, to ensure cradle construction safety, also need to hang double limb triangles Basket carries out precompressed construction, simulates Hanging Basket practical combinations stress, intends constructing using sandbag precompressed, coordinates precompressed using tower crane.
When Hanging Basket cantilever construction is carried out in step A2 and step B2, first to the current reinforcing bar constructed in cantilever girder segment 1 Cage and prestress pipe are installed;And then concrete perfusion, specifically symmetrically irrigate two web concretes extremely from front to back At lower chamfering, then by irrigating bottom plate after going to again, continue symmetrical layering perfusion web concrete after the completion of bottom plate perfusion, finally Pour into a mould concrete roof.Concrete vibrating is vibrated using poker vibrator, and the skylight that vibrates is set in internal model.It is inserted into thickness of vibrating Spend for 30cm, be inserted into next 5~10cm of layer concrete, insertion spacing control within 1.5 times of vibrating spear operating radius, vibrate to Concrete no longer sinks, and surface bleeding is glossy and there is no slowly extracting vibrating spear out during bubble effusion, prevents in concrete Leave gap.After the completion of filling concrete, surface is covered with geotextiles, and maintenance of sprinkling water, and remains concrete surface humidity, Conserve number of days more than 7 days.It is carried out at the same time the health of bottom surface and side.Treat that institute's concrete perfusion intensity and elasticity modulus reach design After it is required that, prestressed stretch-draw mud jacking construction is carried out immediately.After the completion of the construction of prestressed stretch-draw mud jacking, after cement mortar final set Carry out hanging basket advancing.
The above, is only presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention Any simple modification, change and the equivalent structure change that technical spirit makees above example, still fall within skill of the present invention In the protection domain of art scheme.

Claims (10)

  1. A kind of 1. asymmetric rigid frame-continuous girder construction technology, it is characterised in that:Constructed asymmetric rigid frame-continuous girder is mixed Coagulate soil box beam and it is formed by connecting by mid-span beam section (68), secondary mid-span beam 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 between the bridge pier side bridge Duan Yuci mid-spans beam section (69), during the secondary mid-span beam 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 mid-span beam section (68) are respectively supported at the second bridge pier (36-2) and the 3rd On bridge pier (36-3), the both ends of the secondary mid-span beam section (69) are respectively supported at the 3rd bridge pier (36-3) and the 4th bridge pier (36-4) 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), the 3rd 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 connected 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 mid-span beam section (68) is closed up by two mid-span cantilever segments and the mid-span being connected between two mid-span cantilever segments Section is formed by connecting, the secondary mid-span beam section (69) by two time mid-span cantilever segments and be connected to two secondary mid-span cantilever segments it Between secondary mid-span closure segment be formed by connecting;
    The end bay cantilever segment (60), the mid-span cantilever segment and the secondary mid-span cantilever segment are 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 mid-span beam section (68) The mid-span cantilever segment is connected with the pier top beam section (35) being supported on the second bridge pier (36-2) and three and the second bridge pier (36-2) forms the first T structures, in the mid-span beam section (68) close to the 3rd bridge pier (36-3) the mid-span cantilever segment, described time The secondary mid-span cantilever segment in mid-span beam section (69) close to the 3rd bridge pier (36-3) is with being supported on the 3rd bridge pier (36-3) Pier top beam section (35) connection and three and the 3rd bridge pier (36-3) form the 2nd T structures, it is close in the secondary mid-span beam section (69) The secondary mid-span cantilever segment of 4th bridge pier (36-4), the end bay cantilever segment (60) of the abrupt slope side bridge section are with being supported in Pier top beam section (35) connection and three on 4th bridge pier (36-4) form the 3rd T structures with the 4th bridge pier (36-4);
    The abrupt slope side bridge section is the existing road of leap (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) is 60 °~70 °;
    When constructing to asymmetric rigid frame-continuous girder, comprise the following steps:
    Step 1: pier top beam section is constructed:To the pier on the second bridge pier (36-2), the 3rd 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), the 3rd 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 structures cantilever and bridge pier side are across cast-in-place section construction:Using Hanging Basket to the first T structures, the 2nd T structures and the 3rd T structures point Cantilever construction, while the end bay Cast-in-Situ Segment (39) using adhesion type high-altitude mount support to the bridge pier side bridge section are not carried out Construct;
    When carrying out cantilever construction to the first T structures using Hanging Basket, first two before and after the pier top beam section (35) on the second bridge pier (36-2) A Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the first T structures using two Hanging Baskets Step is constructed;
    When carrying out cantilever construction to the 2nd T structures using Hanging Basket, first two before and after the pier top beam section (35) on the 3rd bridge pier (36-3) A Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 2nd T structures using two Hanging Baskets Step is constructed;
    When carrying out cantilever construction to the 3rd T structures using Hanging Basket, first two before and after the pier top beam section (35) on the 4th bridge pier (36-4) A Hanging Basket is installed in side respectively, then same to two cantilever construction beam sections in the 3rd T structures using two Hanging Baskets Step is constructed;
    Adhesion type high-altitude mount support include high-altitude stent 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 stent is laid along direction across 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 in 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 stent is not less than the vertical supports of 50m for height, and the vertical supports are divided into multiple stent sections from the bottom to top Section, it is fastenedly connected and is integrated by flange between neighbouring two bracket subsections;
    The vertical supports include the two well cabinet frames (4-2) symmetrically laid in left and right, pass through between two well cabinet frames (4-2) Multiple horizontal connection structures from top to bottom laid are fastenedly connected;Each well cabinet frame (4-2) includes four circumferentially sides To uniformly distributed vertical supporting steel pipe (4-3), four vertical supporting steel pipes (4-3) include two inner side steel pipes and two Outside steel pipe, is both provided with an outside steel pipe on the outside of the every inner side steel pipe, between two inner side steel pipes, Pass through multiple tracks between two outside steel pipes and between the every inner side steel pipe and outside steel pipe on the outside of it The steel pipe connecting extension bar from top to bottom laid, which is fastenedly connected, to be integrated;Four inner side steel pipes in the vertical supports are along cross-bridges To being laid in from left to right on same vertical plane, four in the vertical supports piece outside steel pipe along direction across bridge from left to right It is laid on same vertical plane;The bottom of four inner side steel pipes is supported on horizontal cushion cap (4-6);
    Four are provided with the inside of the horizontal cushion cap (4-6) respectively for the anchor pile (4-8) of outside steel pipe bottom support, institute It is in vertically to laying to state anchor pile (4-8);An anchor pile (4- is both provided with immediately below the every outside steel pipe 8), the anchor pile (4-8) is reinforced concrete pile;
    The adhesion type connection structure (4-4) includes one of connecting cross beam (4-9) and four horizontal brace rods (4-11), the company Connect crossbeam (4-9) in horizontal layout and its laid along direction across bridge, the connecting cross beam (4-9) is fastened by more pull rods (4-10) It is fixed on the madial wall of pier shaft (4-7);Every inner side steel pipe water together between connecting cross beam (4-9) Flushconnection bar (4-11) is fastenedly connected;The more pull rods (4-10) are laid in same level from left to right and it is fixed On the madial wall of pier shaft (4-7), the pull rod (4-10) is in horizontal layout and it is along vertical bridge to laying;The every pull rod The outer end of (4-10) is each attached on connecting cross beam (4-9), and the inner of the every pull rod (4-10) stretches to pier shaft (4-7) Inner cavity in, the every pull rod (4-10) is each attached on the madial wall of pier shaft (4-7);The madial wall of the pier shaft (4-7) On be provided with multiple for pull rods (4-10) the pull rod mounting holes that pass through, be provided with multiple confessions from left to right on the connecting cross beam (4-9) The through hole that pull rod (4-10) passes through;
    When being constructed using adhesion type high-altitude mount support to the end bay Cast-in-Situ Segment (39) of the bridge pier side bridge section, Process is as follows:
    Step 2011, adhesion type high-altitude mount support are set up:Treat to set up assembling branch in adhesion type high-altitude on the inside of the first bridge pier (36-1) Frame;
    Step 2012, formwork erection:Taken on the adhesion type high-altitude mount support described in step 2011 and the first bridge pier (36-1) If formwork-support, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment (18) is set up in the formwork-support;Institute It is horizontal shore to state formwork-support;
    Step 2013, end bay Cast-in-Situ Segment pouring construction:Using forming panel described in step 2012 to end bay Cast-in-Situ Segment (18) into Row pouring construction;
    Step 3: secondary mid-span beam section is closed up with bridge pier side bridge section:The secondary mid-span closure segment of secondary mid-span beam section (69) is carried out Construction, completes time mid-span beam section (69) and closes up;Meanwhile the end bay closure segment (59) of the bridge pier side bridge section is applied Work, completes time bridge pier side bridge section and closes up;
    Step 4: abrupt slope side is across cast-in-place section construction:Cast-in-place section construction stent is set up on abrupt slope (40), and is utilized described cast-in-place Section construction bracket constructs end bay Cast-in-Situ Segment (18) of the abrupt slope side across Cast-in-Situ Segment;
    Step 5: abrupt slope side closes up across Cast-in-Situ Segment:Construct 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;
    Step 6: mid-span is closed up:The mid-span closure segment of centering bridge section (68) is constructed, and is completed mid-span beam section (68) and is closed up.
  2. A kind of 2. 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 (11), The connecting cross beam (4-9) is installed between pier shaft (4-7) and outer locking nut (11);The inner of the every pull rod (4-10) Internal locking nut (11) is set with, the internal locking nut (11) is located in the inner cavity of pier shaft (4-7).
  3. 3. according to a kind of asymmetric rigid frame-continuous girder construction technology described in claim 1 or 2, it is characterised in that:Step Pull rod mounting hole described in 2011 is drawing-die muscle hole, and the drawing-die muscle hole is for being molded to pier shaft (4-7) molding construction pier shaft Template carries out the through hole that the template lacing wire of drawknot passes through, and the pier shaft forming panel includes pier shaft external mold and is laid in the pier shaft Pier shaft internal model on the inside of external mold, the template lacing wire are the horizontal drawing being connected between the pier shaft external mold and the pier shaft internal model Tie reinforcing bar;
    Formwork-support (4-12) is laid with described in step 2011 in vertical supports, the formwork-support (4-12) is level Supporting rack;
    The horizontal shore includes the bottom end rail (4-13) that is laid in same level of twice, multiple tracks is laid in from left to right Horizontal girder (4-14) and multiple tracks in same level are laid in the upper beam (15) in same level from front to back, four The inner side steel pipe top is provided with the bottom end rail (4-13) together, and four outside steel pipe tops are provided with described together Bottom end rail (4-13), horizontal girder (4-14) is laid on bottom end rail described in twice (4-13) described in per pass, described in per pass on Crossbeam (15) is laid on horizontal girder described in multiple tracks (4-14);The bottom end rail (4-13) and upper beam (15) are along cross-bridges To laying, the horizontal girder (4-14) is along vertical bridge to laying;The inner of horizontal girder described in per pass (4-14) is supported in pier On body (4-7).
  4. 4. according to a kind of asymmetric rigid frame-continuous girder construction technology described in claim 1 or 2, it is characterised in that:Step 4 Described in cast-in-place section construction stent be across the cast-in-place section construction stent in abrupt slope side;
    Across the cast-in-place section construction stent in abrupt slope side includes 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 in parallel laying with existing road (39), and three vertical supports are respectively from the front to the back Front side frame (41), middle bracket (42) and rear side stent (43), the front side frame (41) be located at existing road (39) with it is steep Between slope (40), the middle bracket (42) and rear side stent (43) are respectively positioned on abrupt slope (40);The front side frame (41) Highly 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 stent (42) is divided into rear side beam section, middle part beam section and front side beam section from the front to the back for boundary;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 in parallel laying with existing road (39);The two neighboring well word steel buttress (44) it Between be fastenedly connected and be integrated by multiple the first vertical links 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 embedded in the cube armored concrete in ground for lower part 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 inner side steel pipes and two outside steel pipes, and one is both provided with the outside of the every inner side steel pipe The outside steel pipe, between two inner side steel pipes, between two outside steel pipes and the every inner side steel pipe with The steel pipe connecting extension bar from top to bottom laid by multiple tracks between outside steel pipe on the outside of it, which is fastenedly connected, to be integrated;It is described Inner side steel pipe is laid on same vertical plane described in the six roots of sensation in front side frame (41), the six roots of sensation in the front side frame (41) The outside steel pipe is laid on same vertical plane;The every inner side steel pipe and the outside steel pipe top on the outside of it are equal It is laid with one of longitudinal distribution beam (47), the longitudinal direction distribution beam (47) is in parallel laying and it is perpendicular with existing road (39) Lay;
    Longitudinal distribution beam (47) is laid in same level described in front side frame (41) Zhong six, the front side branch The first parallel with existing road (39) together transverse distribution beam (46), the first transverse distribution beam are provided with frame (41) (46) it is supported in described in six on first transverse distribution beam (46);
    The middle bracket (42) includes the first combination pier (49) of two rows of structure snd size all sames, and it is equal often to arrange the combination pier The first combination pier (49) that extending direction including three along existing road (39) is laid from the front to the back, is often arranged in the combination pier It is fastenedly connected between the two neighboring first combination pier (49) by multiple the second vertical links laid from the bottom to top It is integrated;Six first combination piers (49) in the middle bracket (42) divide three row to lay from left to right, described in each column First combination pier (49) includes two along vertical bridge to the first combination pier (49) laid from the front to the back, the first combination described in each column The horizontal brace rod laid from the bottom to top by multiple tracks between two first combination piers (49) in pier (49), which fastens, to be connected It is connected in one;Often arrange in the combination pier and be erected with the second transverse distribution beam together on three first combination piers (49) (51), the second transverse distribution beam (51) is in horizontal layout and it is parallel with existing road (39);
    The rear side stent (43) includes the second combination pier (50) of three structure snd size all sames, 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 on three second combination piers (50) 3rd transverse distribution beam (52), the 3rd 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 the 3rd transverse distribution beam (52) are laid in same On horizontal plane and three forms the horizontal support structure being supported to the top bearing frame;
    The top bearing frame includes girder and the steel pipe support (53) being laid on the girder, the girder and steel pipe support (53) along vertical bridge to laying;The girder includes the Bailey beam (54) that multiple tracks is laid in same level from left to right, often Bailey beam described in road (54) is along vertical bridge to laying;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 link;The rear end of Bailey beam described in per pass (54) is supported in the horizontal cushion cap (55) of abutment (48) On, it is provided with the horizontal cushion cap (55) and spacing vertical built-in fitting is carried out to Bailey beam (54);
    When being constructed using across the cast-in-place section construction stent 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 for the treatment of abutment (48) construction, in abutment (48) and existing road (39) across the cast-in-place section construction stent in abrupt slope side is set up between;
    During being set up to across the cast-in-place section construction stent in abrupt slope side, end bay beam section is located in existing road (39) (37) protecting canopy frame (67) is set up in the road segment below;
    Step 402, formwork erection:The high-altitude obliquely-intersected beams abrupt slope side is across described in cast-in-place section construction stent in step 401 On the bearing frame of top, 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:End bay Cast-in-Situ Segment (38) is carried out using forming panel described in step 402 Pouring construction.
  5. 5. according to a kind of asymmetric rigid frame-continuous girder construction technology described in claim 1 or 2, it is characterised in that:Step 3 In when being constructed to secondary mid-span closure segment and being constructed to the end bay closure segment (59) of the bridge pier side bridge section, 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 closure segment is constructed, constructed using closure segment hanger;
    Hanging Basket described in step 2 is double limb triangle hanging baskets.
    Double limb triangle hanging baskets are included positioned at the main couple constructed above cantilever girder segment (1), positioned at the main couple Underface and the template system of molding construction is carried out to cantilever girder segment (1) and the template system is hung on the main couple On lifting system, be fastenedly connected and be integrated by the lifting system between the main couple and the template system;It is described Cantilever girder segment (1) is concrete box girder;
    The main couple is symmetrically laid on cantilever girder segment (1) left and right including preceding upper beam (8), rear upper beam (9) and two The truss group of side, is fastenedly connected by lateral connection frame (10) between two truss groups, the preceding upper beam (8), it is rear on Crossbeam (9) and lateral connection frame (10) are laid in horizontal layout and three along direction across bridge, and two truss groups pass through preceding Upper beam (8), rear upper beam (9) and lateral connection frame (10) are fastenedly connected and are integrated;Each truss group includes two The triangular truss (2) laid side by side, the structure snd size all same of two triangular trusses (2) and the two in vertical To laying, two triangular trusses (2) along vertical bridge to laying and fasten company by multiple transverse links (3) therebetween It is connected in one;Four triangular trusses (2) are laid on same plane in the main couple, four triangle purlins The front end of frame (2) is fastenedly connected with preceding upper beam (8), the rear ends of four triangular trusses (2) with rear upper beam (9) It is fastenedly connected.
  6. 6. according to a kind of asymmetric rigid frame-continuous girder construction technology described in 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), respectively symmetrically it is laid in positioned at end template (4) lower section and the bottom supporting rack being supported to end template (4) and two outstanding Outer side mold (6) at left and right sides of arm girder segment (1), is each both provided with side form supporting rack (7) on the outside of the outer side mold (6); The bottom supporting rack includes the preceding bottom end rail (11) of lower section and the lower section on rear side of end template (4) on front side of end template (4) Rear bottom end rail (12), the preceding bottom end rail (11) and rear bottom end rail (12) are in horizontal layout and the two is along direction across bridge cloth If the preceding bottom end rail (11) is located at the underface of preceding upper beam (8);Internal model supporting rack is provided with the inside of the internal model (10) (17);
    The lifting system include to the bottom supporting rack carry out lifting bed die lifting structure, two it is symmetrical laying and The side form lifting structure of lifting is carried out to side form supporting rack (7) and the internal model lifting structure of lifting is carried out to internal model (10), two The side form supporting rack (7) is laid in the left and right sides of cantilever girder segment (1) respectively;The bed die lifting structure includes being connected to The preceding vertical sunpender (13) of bed die between preceding upper beam (8) and preceding bottom end rail (11) and it is connected to the main couple and rear bottom end rail (12) vertical sunpender (14) after the bed die between, each side form lifting structure include being connected to preceding upper beam (8) and side The preceding vertical sunpender (15) of side form and the side being connected between rear upper beam (9) and side form supporting rack (7) between mould supporting rack (7) Vertical sunpender (16) after mould, the internal model lifting structure include being connected between preceding upper beam (8) and internal model supporting rack (17) Vertical sunpender (19) and it is connected to rear side before internal model and has poured vertical lifting after internal model between beam section (18) and internal model supporting rack (17) Bar (20), the rear side poured beam section (18) be on rear side of the cantilever girder segment (1) and with cantilever girder segment (1) is adjacent has poured Beam section is built, it is concrete box girder that the rear side, which has poured beam section (18),.
  7. 7. according to a kind of asymmetric rigid frame-continuous girder construction technology described in claim 6, it is characterised in that:The internal model branch Support (17) includes multiple internal model truss being supported in from front to back in internal model (10), by vertical between multiple internal model truss It is fastenedly connected and is integrated to connector;Each internal model truss is included in vertically to laying and internal model (10) is supported Truss body and multiple tracks be from top to bottom laid in the intrinsic transverse support bar of the truss (22), the truss body with it is more Transverse support bar described in road (22) is laid on same vertical plane;
    The internal model (10) includes cope plate and two inner side templates for being symmetrically laid in lower section at left and right sides of the cope plate;Institute State truss body and be symmetrically connected to the horizontal shore including the horizontal shore being supported in below the cope plate and two The vertical supports being supported below the left and right sides and to the inner side template, two vertical supports pass through horizontal described in multiple tracks It is connected as one to supporting rod (22);
    One of internal model traveling skid beam (29) is symmetrically arranged with the internal model supporting rack (17), the internal model traveling skid beam (29) is in Horizontal layout and its be supported in along vertical bridge to laying, the internal model supporting rack (17) described in twice in internal model traveling skid beam (29), Internal model traveling skid beam (29) described in twice is symmetrically laid in below the left and right sides of the horizontal shore;It is vertical before the internal model Sunpender (19) is to be connected to preceding upper beam (8) and the vertical sunpender of internal model traveling skid beam (29) front end, vertical lifting after the internal model Bar (20) is the vertical sunpender poured on rear side of being connected between the top plate of beam section (18) and internal model traveling skid beam (29) rear end;
    The transverse support bar (22) and the truss body are laid along direction across bridge, and the transverse support bar (22) is in horizontal cloth If;
    The horizontal shore is pull pin-connected panel supporting rack, the pull pin-connected panel supporting rack include middle bracket (1-3) and Two are symmetrically laid in the left and right sides of middle bracket (1-3) and can carry out the side bracket (1-4) of horizontal pulling, the middle part Stent (1-3) and two side brackets (1-4) are in vertically to laying;Two side brackets (1-4) are laid in together On one vertical plane, the middle bracket (1-3) is located at front side or the rear side of side bracket (1-4);The middle bracket (1-3) and It is in wind up vertically to the plane girder of laying, the middle bracket (1-3) including first that two side brackets (1-4), which are, Bar (1-3-1), the first lower boom (1-3-2) immediately below the first top boom (1-3-1) and more are connected to first and wind up The first web member (1-3-3) between bar (1-3-1) and the first lower boom (1-3-2), each side bracket (1-4) include the Two top booms (1-4-1), the second lower boom (1-4-2) immediately below the second top boom (1-4-1) and more are connected to The second web member (1-4-3) between two top booms (1-4-1) and the second lower boom (1-4-2);First top boom (1-3-1) It is the cope plate supporting rod that is supported to the cope plate with the second top boom (1-4-1), the first lower boom (1-3- 2) and the second lower boom (1-4-2) be in the straight-bar of horizontal layout and the two be laid in same level;
    The inner of second top boom (1-4-1) is provided with multiple upper horizontal connectors (1-5) from left to right, it is multiple it is described on Horizontal connector (1-5) is laid in same level, multiple upper horizontal connectors (1-5) in it is parallel laying and its With the second top boom (1-4-1) perpendicular laying;It is provided with and multiple supplies respectively from left to right on first top boom (1-3-1) The upper Level tune hole (1-6) of upper horizontal connector (1-5) installation;
    The inner of second lower boom (1-4-2) is provided with multiple lower horizontal connectors (1-7) from left to right, it is multiple it is described under Horizontal connector (1-7) is laid in same level, multiple lower horizontal connectors (1-7) in it is parallel laying and its With the second lower boom (1-4-2) perpendicular laying;It is provided with and multiple supplies respectively from left to right on first lower boom (1-3-2) Lower horizontal connector (1-7) peace holds Level tune hole (1-8);
    The upper Level tune hole (1-6) and lower Level tune hole (1-8) are elongate holes;
    The transverse support bar (22) is adjustable rod.
  8. 8. according to a kind of asymmetric rigid frame-continuous girder construction technology described in claim 6, it is characterised in that:Institute in step 2 State double limb triangle hanging baskets and 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, Mei Gesuo State the underface that walking mechanism (25) is respectively positioned on a truss group;The rear side has poured to be equipped with the top plate of beam section (18) Left and right twice are respectively for the long rails (26) of walking mechanism (25) walking, and the long rails (26) are along vertical bridge to laying;
    The long rails (26) include multiple tracks and are laid in rear side from front to back having poured lower transverse beam on beam section (18) top plate (26-1), twice are laid in the vertical rail (26-2) of lower transverse beam (26-1) left and right sides top and multiple tracks described in multiple tracks from front to back It is laid in the upper transverse beam (26-3) indulged described in twice on rail (26-2), the lower transverse beam (26-1) and upper transverse beam (26-3) Laid along direction across bridge, the vertical rail (26-2) is along vertical bridge to laying;
    Upper transverse beam (26-3) described in lower transverse beam (26-1) described in multiple tracks and multiple tracks is fastened by indulging rail (26-2) described in twice It is connected as one;Upper transverse beam (26-3) is embedded in rear side by one or more lower parts and has poured in beam section (18) described in per pass Built-in fitting (27) be fixed on rear side and poured above beam section (18);The built-in fitting includes pre-buried spiral and is installed on described Stop nut on pre-buried spiral, the stop nut are located above upper transverse beam (26-3), the pre-buried spiral In vertically to laying;
    The walking mechanism (25) includes being installed on the preceding bearing below preceding upper beam (8) and is installed on below rear upper beam (9) Rear support, the preceding bearing and the rear support are the mobile support saddle that can be moved back and forth along rail (26-2) is indulged described in twice.
  9. 9. according to a kind of asymmetric rigid frame-continuous girder construction technology described in claim 6, it is characterised in that:Institute in step 2 State double limb triangle hanging baskets and further include bed die adjustment structure;The bed die adjustment structure includes being laid in end template (4) back side top Rear side baffle (2-2), carry out above the end template (4) and to cantilever girder segment (1) bottom the beam bottom mother plate of molding construction (4), the rear side baffle (2-2) is in vertically to laying;It is sand filling knot between the beam bottom mother plate (4) and end template (4) Structure (2-5), the rear side baffle (2-2) and front-end template (2-7) in parallel laying and the two laid along direction across bridge, after described Side shield (2-2) and front-end template (2-7) are installed in two symmetrical side templates (6) being laid at left and right sides of end template (4) 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) Withstand on rear side to have poured on the bottom surface of beam section (18), it is beams of concrete that the cantilever girder segment (1) and rear side, which have poured beam section (18),; The rear side baffle (2-2) is located at beam bottom mother plate (4) rear, and the end template (4), rear side baffle (2-2), rear side have poured beam section (18) bottom surface, be laid on end template (4) and in vertically to the front-end template (2-7) of laying and two side templates (6) The filled cavity of sand interstitital texture (2-5) is surrounded, the front-end template (2-7) is divided on front side of sand interstitital texture (2-5) Bottom template segment and the upper mould section of molding construction is carried out to the front end face of cantilever girder segment (1);The beam bottom mother plate (4) It is supported in sand interstitital texture (2-5), before the rear end branch of the beam bottom mother plate (4) withstands on the bottom surface that rear side has poured beam section (18) End, the front end branch of beam bottom mother plate (4) are withstood in front-end template (2-7), and the beam bottom mother plate (4) is installed on two side templates (6) between.
  10. 10. according to a kind of asymmetric rigid frame-continuous girder construction technology described in claim 6, it is characterised in that:In step 2 Double limb triangle hanging baskets further include left and right two it is symmetrical be laid in rear side and poured in beam section (18) secretly bury anchor structure, each Described secretly bury is respectively connected with an auxiliary rod (31) below anchor structure;
    The connector (30) for secretly burying anchor structure and including embedded bar (32) and being connected with embedded bar (32) bottom, it is described Embedded bar (32) and connector (30) are embedded in rear side and have poured in beam section (18);The embedded bar (32) and connector (30) in vertically to laying and the two is respectively positioned on the surfaces of rear bottom end rail (12), connector (30) bottom with its residing for Rear side has poured the bottom surface flush of beam section (18) at position;The auxiliary rod (31) is in vertically to laying, the auxiliary rod (31) upper end is fastenedly connected with connector (30), and auxiliary rod (31) lower end is connected with rear bottom end rail (12);It is described pre-buried Reinforcing bar (32), connector (30) and the auxiliary rod (31) immediately below connector (30) are laid on same vertical curve, The auxiliary rod (31) is reinforcing bar, and the connector (30) connects for the reinforcing bar of connection embedded bar (32) and auxiliary rod (31) Connect device.
CN201711252134.2A 2017-12-01 2017-12-01 A kind of asymmetric rigid frame-continuous girder construction technology Active CN108004928B (en)

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CN108677747A (en) * 2018-06-30 2018-10-19 中铁二十局集团第工程有限公司 Cable-stayed bridge plane rotation swivel construction method
CN108677735A (en) * 2018-06-30 2018-10-19 中铁二十局集团有限公司 A kind of asymmetric Liangping face rotation swivel construction method
CN110230270A (en) * 2019-06-14 2019-09-13 中国铁建大桥工程局集团有限公司 The high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction engineering method
CN110904854A (en) * 2019-12-25 2020-03-24 中交路桥华南工程有限公司 Arch bridge construction method adapting to removal progress
CN111472259A (en) * 2020-04-18 2020-07-31 合肥皖兴建设工程有限公司 Bridge steel structure connecting piece

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CN104727231A (en) * 2015-04-03 2015-06-24 中铁第五勘察设计院集团有限公司 Cantilever irrigation method construction continuous beam and continuous rigid frame bridge geometrical parameter structure
CN105484158A (en) * 2015-12-02 2016-04-13 中交路桥建设有限公司 Asymmetrical casting construction method of side span of rigid frame bridge with extra high piers and long span length
CN205529900U (en) * 2016-01-22 2016-08-31 重庆建工桥梁工程有限责任公司 Section steel case liangV dun just constructed horizontal bearing structure of continuous bridge panel festival
KR101655330B1 (en) * 2015-08-11 2016-09-08 주식회사 하이드로코리아 Rahmem structure using composite steel beam and the construction method therefor
CN106320192A (en) * 2016-10-27 2017-01-11 武汉理工大学 Beam section replacement reinforcement method for large-span concrete continuous beam bridge

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Publication number Priority date Publication date Assignee Title
CN104727231A (en) * 2015-04-03 2015-06-24 中铁第五勘察设计院集团有限公司 Cantilever irrigation method construction continuous beam and continuous rigid frame bridge geometrical parameter structure
KR101655330B1 (en) * 2015-08-11 2016-09-08 주식회사 하이드로코리아 Rahmem structure using composite steel beam and the construction method therefor
CN105484158A (en) * 2015-12-02 2016-04-13 中交路桥建设有限公司 Asymmetrical casting construction method of side span of rigid frame bridge with extra high piers and long span length
CN205529900U (en) * 2016-01-22 2016-08-31 重庆建工桥梁工程有限责任公司 Section steel case liangV dun just constructed horizontal bearing structure of continuous bridge panel festival
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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108677747A (en) * 2018-06-30 2018-10-19 中铁二十局集团第工程有限公司 Cable-stayed bridge plane rotation swivel construction method
CN108677735A (en) * 2018-06-30 2018-10-19 中铁二十局集团有限公司 A kind of asymmetric Liangping face rotation swivel construction method
CN110230270A (en) * 2019-06-14 2019-09-13 中国铁建大桥工程局集团有限公司 The high porous big span length of pier joins continuous steel frame imbalance section cantilever casting construction engineering method
CN110904854A (en) * 2019-12-25 2020-03-24 中交路桥华南工程有限公司 Arch bridge construction method adapting to removal progress
CN111472259A (en) * 2020-04-18 2020-07-31 合肥皖兴建设工程有限公司 Bridge steel structure connecting piece

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