CN107905111B - A kind of rigid frame-continuous girder end bay construction technology - Google Patents

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

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Publication number
CN107905111B
CN107905111B CN201711233928.4A CN201711233928A CN107905111B CN 107905111 B CN107905111 B CN 107905111B CN 201711233928 A CN201711233928 A CN 201711233928A CN 107905111 B CN107905111 B CN 107905111B
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China
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bay
segment
laid
horizontal
internal
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CN201711233928.4A
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Chinese (zh)
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CN107905111A (en
Inventor
仲维玲
梁之海
丁大有
李洁勇
王克俭
张银生
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中铁二十局集团有限公司
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Priority to CN201711233928.4A priority Critical patent/CN107905111B/en
Publication of CN107905111A publication Critical patent/CN107905111A/en
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Publication of CN107905111B publication Critical patent/CN107905111B/en

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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

Abstract

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

Description

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

Technical field

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

Background technique

With the development of national economy, China railways bridge cause is grown rapidly, and China is in Bridge Design theory, construction skill Art and equipment aspect are being caught up with or close to advanced international standard, large span is over strait, crossing-fiver bridge construction is continuously increased.It is continuous rigid Structure bridge is the continuous bridge of pier consolidation, and continuous rigid frame bridge is usually multiple span bridge, and the bridge main beam of continuous rigid frame bridge is rigid Structure continuous beam, large span rigid frame-continuous girder refer to the rigid frame-continuous girder of porous across footpath overall length >=100 meter and single hole across footpath >=40 meter. For end bay is with respect to main span, across footpath maximum one is across referred to as main span, and across footpath is lesser is referred to as end bay.Currently, right When rigid frame-continuous girder end bay is constructed, usually elder generation's end bay beam section is divided into using the end bay Cast-in-Situ Segment of construction with brackets and using extension The end bay cantilever segment of basket cantilever pouring construction, the beam section between end bay Cast-in-Situ Segment and end bay cantilever segment are closure segment.It is high to support When high-altitude end bay beam section of the degree greater than 30m is constructed, difficulty of construction is larger, is greater than 50m, deck-molding particularly with bearing height When the high-altitude large volume end bay beam section of 10m or more, cantilever pouring segment length greater than 4m is constructed, difficulty of construction is very big, peace Total quality is controlled risk height, and requirement of the end bay cast-in-place section construction to used bracket is very high, while being designed the structure of Hanging Basket It is required that high, cradle structure needs that security requirement should be met, and guarantees construction quality, saves construction cost again, facilitate construction.

Summary of the invention

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

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

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

Step 2: end bay Cast-in-Situ Segment and end bay cantilever segment synchronous construction: existing to end bay using adhesion type high-altitude assembly bracket It pours section to construct, while being constructed using double limb triangle hanging baskets to end bay cantilever segment;

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

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

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

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

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

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

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

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

There are four respectively for the anchor pile of outside steel pipe bottom support, the anchoring for setting on the inside of the horizontal cushion cap Stake is arranged vertically;The anchor pile is provided with immediately below the every outside steel pipe, the anchor pile is steel Rib concrete pile;

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

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

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

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

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

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

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

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

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

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

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

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

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

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

The lifting system includes the bed die lifting structure that lifting is carried out to the bottom support frame, two bilateral symmetry cloth And if to side form support frame carry out lifting side form lifting structure and to internal model carry out lifting internal model lifting structure, described in two Side form support frame is laid in the left and right sides of cantilever girder segment respectively;The bed die lifting structure include be connected to before upper beam with Vertical sunpender after the preceding vertically sunpender of bed die and the bed die being connected between the main couple and rear lower beam between preceding lower beam, Each side form lifting structure includes vertical sunpender and company before the side form being connected between preceding upper beam and side form support frame It is connected to vertical sunpender after the side form between rear upper beam and side form support frame, the internal model lifting structure includes upper cross before being connected to It vertical sunpender and is connected to rear side before internal model between beam and internal model support frame and has poured internal model between beam section and internal model support frame Vertical sunpender afterwards, it is casting beams on rear side of cantilever girder segment and adjacent with cantilever girder segment that the rear side, which has poured beam section, Section, it is concrete box girder that the rear side, which has poured beam section,.

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

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

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

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

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

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

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

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

The transverse support bar is adjustable rod.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Detailed description of the invention

Fig. 1 is process flow diagram of the invention.

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

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

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

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

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

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

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

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

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

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

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

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

Figure 13 is use state when pull pin-connected panel support frame of the present invention is pulled to maximum support width with reference to figure.Attached drawing mark Note explanation:

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

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

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

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

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

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

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

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

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

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

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

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

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

4-13-lower beam;4-14-horizontal girder;4-15-upper beam;

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

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

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

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

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

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

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

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

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

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

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

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

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

36-Shui Zhongdun;37-bridge piers;38-end bay beam sections;

39-end bay Cast-in-Situ Segments;40-end bay cantilever segments;41-end bay closure segments;

42-end bay forming panels.

Specific embodiment

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

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

Step 2: end bay Cast-in-Situ Segment and end bay cantilever segment synchronous construction: existing to end bay using adhesion type high-altitude assembly bracket It pours section 39 to construct, while being constructed using double limb triangle hanging baskets to end bay cantilever segment 40;

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

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

The main couple includes that preceding upper beam 8, rear upper beam 9 and two are symmetrically laid in 1 or so top of cantilever girder segment Truss group, be fastenedly connected by lateral connection frame 10 between two truss groups, the preceding upper beam 8,9 and of rear upper beam Lateral connection frame 10 in horizontal layout and three along the transverse bridge, two truss groups by preceding upper beam 8, it is rear on Crossbeam 9 and lateral connection frame 10 are fastenedly connected and are integrated;Each truss group includes two triangle purlins laid side by side The structure snd size of frame 2, two triangular trusses 2 are all the same and the two is arranged vertically, two triangles Truss 2 is along vertical bridge to laying and be fastenedly connected and 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;

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

Step 2011, adhesion type high-altitude assembly bracket are set up: assembly bracket in adhesion type high-altitude is set up on the inside of bridge pier 37;

As shown in Figures 2 and 3, assembly bracket in the adhesion type high-altitude includes positioned at the high-altitude bracket of 37 inside of bridge pier and more A adhesion type connection structure from top to bottom laid, the high-altitude bracket is along the transverse bridge and it passes through multiple adhesion types Connection structure 4-4 is fixedly secured on bridge pier 37, and the adhesion type connection structure 4-4 is in horizontal layout;The bridge pier 37 includes Pile foundation 4-5, the horizontal cushion cap 4-6 being supported on pile foundation 4-5 and the pier shaft 4-7 being laid on horizontal cushion cap 4-6, the pier Body 4-7 is hollow pier;

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

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

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

As Figure 1-1, the adhesion type connection structure 4-4 includes one of connecting cross beam 4-9 and four horizontal brace rods 4-11, the connecting cross beam 4-9 in horizontal layout and its along the transverse bridge, the connecting cross beam 4-9 pass through more pull rod 4- 10 are fixedly secured on the inner sidewall of pier shaft 4-7;By described together between the every inside steel pipe and connecting cross beam 4-9 Horizontal brace rod 4-11 is fastenedly connected;The more pull rod 4-10 are laid in same level from left to right and it is each attached to On the inner sidewall of pier shaft 4-7, the pull rod 4-10 in horizontal layout and its 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 end of the every pull rod 4-10 stretches in the inner cavity of pier shaft 4-7, every institute Pull rod 4-10 is stated to be each attached on the inner sidewall of pier shaft 4-7;It is provided with and multiple is worn for pull rod 4-10 on the inner sidewall of the pier shaft 4-7 The pull rod mounting hole crossed is provided with multiple through-holes passed through for pull rod 4-10 on the connecting cross beam 4-9 from left to right;

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

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

Step 3: end bay closes up: after the completion of the end bay Cast-in-Situ Segment 39 described in the step 2 and end bay cantilever segment 40 are constructed, It constructs to end bay closure segment 41, completes end bay beam section 38 and close up.

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

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

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

The outer end of the every pull rod 4-10 is set with outer locking nut 11, and the connecting cross beam 4-9 is installed on pier shaft Between 4-7 and outer locking nut 11;The inner end 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's described in the six roots of sensation Structure snd size are all the same;

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

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

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

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

When practice of construction, according to specific needs, between the outside steel pipe to the inside steel pipe and on the outside of it The outer diameter of clear distance, the vertical supporting steel pipe 4-3 between horizontal space, the inside steel pipe and pier shaft 4-7 and up and down phase Vertical spacing between two adhesion type connection structure 4-4 of neighbour adjusts accordingly respectively.

For easy construction, pull rod mounting hole described in step 2011 is drawing-die muscle hole, and drawing-die muscle hole is for pier shaft The through-hole that 4-7 molding construction is passed through with the template lacing wire that pier shaft forming panel carries out drawknot, 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.

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

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

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

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

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

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

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

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

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

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

In the present embodiment, the anchor pile 4-8 is φ 1.0m caisson, and it is many that the anchor pile 4-8 enters stable basement rock In 1.0m, the stake top setting pre-embedded steel slab of the anchor pile 4-8 and the outside steel-pipe welding;The inside steel pipe support is in bridge On the cushion cap of pier 37, the cushion cap setting pre-embedded steel slab is welded and the inside steel-pipe welding.The well cabinet frame 4-2 is installed Afterwards, the pre-buried anchor bar of the steel reinforcement cage exposed steel bar of anchor pile 4-8 and the cushion cap is welded with vertical supporting steel pipe 4-3 Securely, it then pours to form rock-steady structure with C30 concrete package.

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

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

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

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

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

As shown in Figure 6, Figure 7, template system described in step 2 includes the internal model 10 for being located at 1 inside of cantilever girder segment, position In the end template 4 of 1 bottom of cantilever girder segment, positioned at the bottom support frame and two end template 4 lower section and be supported to end template 4 A outer side mold 6 for being respectively symmetrically laid in 1 left and right sides of cantilever girder segment, the outside of each outer side mold 6 is provided with side Mould support frame 7;The bottom support frame includes positioned at the preceding lower beam 11 of 4 front side lower section of end template and positioned at 4 rear side of end template The rear lower beam 12 of lower section, the preceding lower beam 11 and rear lower beam 12 in horizontal layout and the two along the transverse bridge, The preceding lower beam 11 is located at the underface of preceding upper beam 8;Internal model support frame 17 is provided on the inside of the internal model 10;

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

In the present embodiment, the preceding upper beam 8, rear upper beam 9, preceding lower beam 11 and rear lower beam 12 are fashioned iron, institute Stating side form support frame 7 is the vertical supporting truss assembled by plurality of rods part.

As shown in fig. 7, the side form traveling skid beam 21 together is provided in step 2 on the outside of two outer side molds 6, Side form traveling skid beam 21 described in per pass is passed through from the top of a side form support frame 7, and each side form support frame 7 is It is supported in the side form traveling skid beam 21 together;The symmetrical laying of side form traveling skid beam 21, the side form described in twice Traveling skid beam 21 in horizontal layout and its along vertical bridge to laying;

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

In the present embodiment, the internal model support frame 17 includes multiple internal model truss being supported in internal model 10 from front to back, It is fastenedly connected and is integrated by longitudinal connecting member between multiple internal model truss;Each internal model truss includes in vertical From top to bottom it is laid in that the truss is intrinsic laterally to be propped up to the truss ontology and multiple tracks laid and be supported to internal model 10 Transverse support bar 22 described in strut 22, the truss ontology and multiple tracks is laid on same vertical plane;

The internal model 10 includes the inner side template that cope plate and two are symmetrically laid in lower section at left and right sides of the cope plate; The truss ontology include be supported in horizontal shore below the cope plate and two be symmetrically connected to it is described horizontally-supported Below at left and right sides of frame and to the vertical supports that the inner side template is supported, two vertical supports pass through described in multiple tracks Transverse support bar 22 is connected as one;

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

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

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

In the present embodiment, the transverse support bar 2 and the truss ontology along the transverse bridge, the transverse support bar 2 be in horizontal layout.

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

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

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

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

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

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

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

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

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

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

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

Meanwhile double limb triangle hanging baskets described in step 2 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 include having poured beam section on rear side of multiple tracks is laid in from front to back Lower transverse beam 26-1 on 18 top plates, twice be laid in described in multiple tracks at left and right sides of lower transverse beam 26-1 the vertical rail 26-2 of top and Multiple tracks is laid in the upper transverse beam 26-3 indulged on rail 26-2 described in twice, the lower transverse beam 26-1 and upper transverse beam from front to back Along the transverse bridge, the vertical rail 26-2 is along vertical bridge to laying by 26-3;

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

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

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

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

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

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

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

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

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

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

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

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

The connector 30 for secretly burying anchor structure and including embedded bar 32 and being connect with 32 bottom end of embedded bar, it is described pre- It buries reinforcing bar 32 and connector 30 is embedded in rear side and has poured in beam section 18;The embedded bar 32 and connector 30 in vertically to Laying and the two are respectively positioned on the surface of rear lower beam 12, and rear side has poured beam section at 30 bottom end of connector and its present position 18 bottom surface flush;The auxiliary rod 31 is arranged vertically, and 31 upper end of auxiliary rod and the fastening of connector 30 connect It connects, 31 lower end of auxiliary rod is connect with rear lower beam 12;The embedded bar 32, connector 30 and be located at connector 30 just The auxiliary rod 31 of lower section is laid on same vertical line, and the auxiliary rod 31 is reinforcing bar, and the connector 30 is connection The reinforcing bar connector of embedded bar 32 and auxiliary rod 31.

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

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

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

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

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

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

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

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

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

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

As shown in Figure 11, Figure 12 and Figure 13, the transverse support bar 22 and the truss ontology along the transverse bridge, institute Transverse support bar 22 is stated in horizontal layout.

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

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

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

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

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

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

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

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

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

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

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

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

In actual use, two side bracket 1-4 can be synchronized and taken out according to actual support demand Draw, pull in place after, using upper horizontal connector 1-5 and lower horizontal connector 1-7 by two side bracket 1-4 in Portion's bracket 1-3 connection, completes the coarse tuning process of the utility model;Later, the utility model is supported in internal model 10.

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

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

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

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

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

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

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

To be fixed, the limit beam 2-9 limited to rear side baffle 2-2, the limit are provided on the end template 4 Position beam 2-9 in horizontal layout and its along the transverse bridge, the limit beam 2-9 is located at the bottom rear of rear side baffle 2-2.

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

When practice of construction, end template 4 need to only be declined, and by the corresponding lengthening of two side templates 6, then lay rear side baffle 2- 2 and front-end template 2-7 forms filled cavity, and fills sand in the filled cavity and form sand interstitital texture 2-5, then in sand Beam bottom mother plate 2-4 is laid on interstitital texture 2-5.In this way, just can be formed by end template 4, rear side baffle 2-2, sand filling The double-deck bed die of structure 2-5 and beam bottom mother plate 2-4 composition can effectively solve Hanging Basket bed die overlap joint problem.

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

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

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

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

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

During practice of construction, when large span rigid frame-continuous girder is usually non-uniform beam, non-uniform beam refers in moment of flexure Larger part uses biggish section, uses lesser section in moment of flexure smaller part.The beam that this section changes along axis, referred to as becomes It cuts section bar.It is carried out in work progress using cantilever beam section of the Hanging Basket to rigid frame-continuous girder, when constructed cantilever beam section is by multiple When the non-uniform beam that cantilever beam section is spliced from back to front, since each cantilever beam section bottom is slope, and each cantilever beam Section bottom ramp face along vertical bridge to tilt angle (i.e. beam bottom longitudinal slope angle) it is different when, company between two neighboring cantilever beam section Meeting place just is knick point.For example, the end section of a upper cantilever beam section is 45 ° of slopes, and the beam bottom of next cantilever beam section Longitudinal slope is 11 °, and lower beam is located at 45 ° of slope positions after Hanging Basket in the construction of next cantilever beam section in this way, leads to Hanging Basket Normal bed die is lower than the design position corresponding height of current constructed cantilever beam section bottom plate, and bed die is caused to be difficult to the problem of overlapping. Thus, the above problem can effectively solve using bed die adjustment structure.

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

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

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

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

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

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

Step B1, double limb triangle hanging baskets hanging basket advancing: are translate forward into applying to next cantilever girder segment 1 Station sets place;

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

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

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

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

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

When carrying out Hanging Basket cantilever construction in step A2 and step B2, first to the reinforcing bar in current constructed cantilever girder segment 1 Cage and prestress pipe are installed;And then concrete perfusion, two web concretes symmetrically specifically are perfused extremely from front to back At lower chamfering, then by bottom plate is perfused after going to again, continue symmetrical layering perfusion web concrete after the completion of bottom plate perfusion, finally It is poured concrete roof.Concrete vibrating is vibrated using poker vibrator, and the skylight that vibrates is arranged in internal model.It is inserted into thickness of vibrating Degree is 30cm, is inserted into next 5~10cm of layer concrete, insertion spacing control within 1.5 times of vibrating spear operating radius, vibrate to Concrete no longer sinks, and surface bleeding is glossy and there is no slowly extracting vibrating spear out when bubble evolution, prevents in concrete There are gaps.After the completion of filling concrete, surface is covered with geotextiles, and sprinkling maintenance, remains concrete surface humidity, Maintenance number of days 7 days or more.The health of bottom surface and side is carried out simultaneously.Reach design to institute's concrete perfusion intensity and elasticity modulus After it is required that, the construction of prestressed stretch-draw mud jacking is carried out immediately.After the completion of the construction of prestressed stretch-draw mud jacking, after cement slurry final set Carry out hanging basket advancing.

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

Claims (10)

1. a kind of rigid frame-continuous girder end bay construction technology, it is characterised in that: the both ends of constructed end bay beam section (38) support respectively In on Shui Zhongdun (36) and bridge pier (37), pier (36) is reinforced concrete knoll in the bridge pier (37) and water;The end bay beam Section (38) is made of the connection of end bay Cast-in-Situ Segment (39), end bay closure segment (41) and end bay cantilever segment (40), the end bay closure segment (41) it is connected between end bay Cast-in-Situ Segment (39) and end bay cantilever segment (40);One end of the end bay Cast-in-Situ Segment (39) is supported in bridge On pier (37) and its other end is connect with end bay closure segment (41), the end bay cantilever segment (40) and is supported on Shui Zhongdun (36) Pier top beam section (35) connection;When opposite side bridge section (38) is constructed, process is as follows:
Step 1: pier top beam section is constructed: using the bracket of pier (36) pier top installation in water, constructing to pier top beam section (35);
Step 2: end bay Cast-in-Situ Segment and end bay cantilever segment synchronous construction: using adhesion type high-altitude assembly bracket to end bay Cast-in-Situ Segment (39) it constructs, while being constructed using double limb triangle hanging baskets to end bay cantilever segment (40);
The end bay cantilever segment (40) is spliced along vertical bridge to the cantilever girder segment (1) laid from back to front from multiple;Opposite side When being constructed across cantilever segment (40), using double limb triangle hanging baskets from back to front to multiple cantilever girder segments (1) point It does not construct;
Double limb triangle hanging baskets include main couple above the constructed cantilever girder segment (1), positioned at the main couple Underface and the template system of molding construction is carried out to cantilever girder segment (1) and the template system is hung on the main couple On lifting system, be fastenedly connected and be integrated by the lifting system between the main couple and the template system;It is described Cantilever girder segment (1) is concrete box girder;
The main couple includes that preceding upper beam (8), rear upper beam (9) and two are symmetrically laid on cantilever girder segment (1) left and right The truss group of side is fastenedly connected between two truss groups by lateral connection frame (10), the preceding upper beam (8), it is rear on Crossbeam (9) and lateral connection frame (10) in horizontal layout and three along the transverse bridge, before two truss groups pass through Upper beam (8), rear upper beam (9) and lateral connection frame (10) are fastenedly connected and are integrated;Each truss group includes two The structure snd size of the triangular truss (2) laid side by side, two triangular trusses (2) are all the same and the two is in vertical To laying, two triangular trusses (2) connect along vertical bridge to laying and therebetween by multiple transverse links (3) fastening It is connected in one;Four triangular trusses (2) are laid on same plane in the main couple, four triangle purlins The front end of frame (2) is fastenedly connected with preceding upper beam (8), the rear end of four triangular trusses (2) with rear upper beam (9) It is fastenedly connected;
When being constructed using adhesion type high-altitude assembly bracket to end bay Cast-in-Situ Segment (39), process is as follows:
Step 2011, adhesion type high-altitude assembly bracket are set up: assembly bracket in adhesion type high-altitude is set up on the inside of bridge pier (37);
Adhesion type high-altitude assembly bracket includes being located at high-altitude bracket on the inside of bridge pier (37) and multiple from top to bottom laying Adhesion type connection structure, the high-altitude bracket is along the transverse bridge and it is tight by multiple adhesion type connection structures (4-4) Admittedly being fixed on bridge pier (37), the adhesion type connection structure (4-4) is in horizontal layout;The bridge pier (37) includes pile foundation (4-5), the horizontal cushion cap (4-6) being supported on pile foundation (4-5) and the pier shaft (4-7) being laid on horizontal cushion cap (4-6), institute Stating pier shaft (4-7) is hollow pier;
The high-altitude bracket is the vertical supports that height is not less than 50m, and the vertical supports are divided into multiple bracket sections from the bottom to top Section, it is fastenedly connected and is integrated by flange between neighbouring two bracket subsections;
The vertical supports include the two well cabinet frames (4-2) symmetrically laid in left and right, are passed through between two well cabinet frames (4-2) Multiple horizontal connection structures from top to bottom laid are fastenedly connected;Each well cabinet frame (4-2) includes four circumferentially sides To uniformly distributed vertical supporting steel pipe (4-3), four vertical supporting steel pipes (4-3) include two inside steel pipes and two Outside steel pipe, is provided with the outside steel pipe on the outside of the every inside steel pipe, between two inside steel pipes, Pass through multiple tracks between two outside steel pipes and between the every inside steel pipe and outside steel pipe on the outside of it The steel pipe connecting rod from top to bottom laid, which is fastenedly connected, to be integrated;Four inside steel pipes in the vertical supports are along cross-bridges To being laid on same vertical plane from left to right, four in the vertical supports piece outside steel pipe along direction across bridge from left to right It is laid on same vertical plane;The bottom of four inside steel pipes is supported on horizontal cushion cap (4-6);
There are four respectively for the anchor pile (4-8) of outside steel pipe bottom support, institute for setting on the inside of the horizontal cushion cap (4-6) Anchor pile (4-8) is stated to be arranged vertically;Anchor pile (the 4- is provided with immediately below the every outside steel pipe 8), the anchor pile (4-8) is reinforced concrete pile;
The adhesion type connection structure (4-4) includes one of connecting cross beam (4-9) and four horizontal brace rods (4-11), the company Connect crossbeam (4-9) in horizontal layout and its along the transverse bridge, the connecting cross beam (4-9) passes through the fastening of more pull rods (4-10) It is fixed on the inner sidewall of pier shaft (4-7);Pass through the water together between the every inside steel pipe and connecting cross beam (4-9) Flushconnection bar (4-11) is fastenedly connected;The more pull rods (4-10) are laid in from left to right in same level and it is fixed On the inner sidewall of pier shaft (4-7), the pull rod (4-10) in horizontal layout and its 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 end of the every pull rod (4-10) stretches to pier shaft (4-7) Inner cavity in, the every pull rod (4-10) is each attached on the inner sidewall of pier shaft (4-7);The inner sidewall of the pier shaft (4-7) On be provided with multiple pull rod mounting holes passed through for pull rod (4-10), be provided with multiple confessions from left to right on the connecting cross beam (4-9) The through-hole that pull rod (4-10) passes through;
Step 2012, formwork erection: template is set up on the assembly bracket of the adhesion type high-altitude described in step 2011 and bridge pier (37) Support frame, and the forming panel that end bay Cast-in-Situ Segment (18) are carried out with molding construction is set up on the formwork-support;The mould Plate bracing frame is horizontal shore;
Step 2013, end bay Cast-in-Situ Segment pouring construction: using forming panel (42) described in step 2012 to end bay Cast-in-Situ Segment (18) pouring construction is carried out;
Step 3: end bay closes up: after the completion of the end bay Cast-in-Situ Segment (39) described in the step 2 and end bay cantilever segment (40) are constructed, It constructs to end bay closure segment (41), completes end bay beam section (38) and close up.
2. a kind of rigid frame-continuous girder end bay construction technology described in accordance with the claim 1, it is characterised in that: described in step 2011 Pull rod (4-10) is finish rolling deformed bar;The outer end of the every pull rod (4-10) is set with outer locking nut (11), described Connecting cross beam (4-9) is installed between pier shaft (4-7) and outer locking nut (11);The inner end of the every pull rod (4-10) covers Equipped with internal locking nut (11), the internal locking nut (11) is located in the inner cavity of pier shaft (4-7).
3. a kind of rigid frame-continuous girder end bay construction technology according to claim 1 or 2, it is characterised in that: in step 2011 Horizontal space between the inside steel pipe and outside steel pipe on the outside of it is 2m~3m, the inside steel pipe and pier shaft Clear distance between (4-7) is not more than 4m;
The outer diameter of the vertical supporting steel pipe (4-3) is φ 0.5m~φ 0.6m;
The lower part segment of the anchor pile (4-8) is the anchoring section being anchored on riverbed, and the length of the anchoring section is not less than 1m, The stake diameter of the anchor pile (4-8) is φ 0.8m~φ 1.2m;
Vertical spacing between neighbouring two adhesion type connection structures (4-4) is 10m~15m.
4. a kind of rigid frame-continuous girder end bay construction technology according to claim 1 or 2, it is characterised in that: in step 2011 The pull rod mounting hole be drawing-die muscle hole, drawing-die muscle hole be for pier shaft (4-7) molding construction pier shaft forming panel into The through-hole that the template lacing wire of row drawknot passes through, the pier shaft forming panel include pier shaft external mold and are laid in the pier shaft external mold The pier shaft internal model of side, the template lacing wire are the horizontal drawknot steel being connected between the pier shaft external mold and the pier shaft internal model Muscle;
When constructing in step 3 to end bay closure segment (41), constructed using closure segment hanger.
5. a kind of rigid frame-continuous girder end bay construction technology according to claim 1 or 2, it is characterised in that: in step 2011 It is laid in the vertical supports formwork-support (4-12), the formwork-support (4-12) is horizontal shore;
The horizontal shore includes that the lower beam (4-13) that is laid in same level of twice, multiple tracks are laid in from left to right Horizontal girder (4-14) and multiple tracks in same level are laid in the upper beam (15) in same level from front to back, and four The inside steel pipe top is provided with the lower beam (4-13) together, and four outside steel pipe tops are provided with described together Lower beam (4-13), horizontal girder (4-14) described in per pass are laid on lower beam described in twice (4-13), described in per pass on Crossbeam (15) is laid on horizontal girder described in multiple tracks (4-14);The lower beam (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 end of horizontal girder described in per pass (4-14) is supported in pier On body (4-7).
6. a kind of rigid frame-continuous girder end bay construction technology according to claim 1 or 2, it is characterised in that: institute in step 2 Stating template system includes the internal model (10) on the inside of cantilever girder segment (1), the end template positioned at cantilever girder segment (1) bottom (4), be located at below end template (4) and the bottom support frame that end template (4) is supported and two be respectively symmetrically laid in it is outstanding Outer side mold (6) at left and right sides of arm girder segment (1) is provided with side form support frame (7) on the outside of each outer side mold (6); The bottom support frame includes the preceding lower beam (11) of lower section and the lower section on rear side of end template (4) on front side of end template (4) Rear lower beam (12), the preceding lower beam (11) and rear lower beam (12) are in horizontal layout and the two is along direction across bridge cloth If the preceding lower beam (11) is located at the underface of preceding upper beam (8);Internal model support frame is provided on the inside of the internal model (10) (17);
The lifting system include to the bottom support frame carry out lifting bed die lifting structure, two bilateral symmetry lay and The side form lifting structure of lifting is carried out to side form support frame (7) and internal model (10) are carried out with the internal model lifting structure of lifting, two The side form support frame (7) is laid in the left and right sides of cantilever girder segment (1) respectively;The bed die lifting structure includes being connected to The preceding vertical sunpender (13) of bed die between preceding upper beam (8) and preceding lower beam (11) and it is connected to the main couple and rear lower beam (12) vertical sunpender (14) after the bed die between, each side form lifting structure includes being connected to preceding upper beam (8) and side The preceding vertically sunpender (15) of side form between mould support frame (7) and the side being connected between rear upper beam (9) and side form support frame (7) Vertical sunpender (16) after mould, the internal model lifting structure include being connected between preceding upper beam (8) and internal model support frame (17) It vertical sunpender (19) and is connected to rear side before internal model and has poured vertical lifting after internal model between beam section (18) and internal model support frame (17) Bar (20), the rear side poured beam section (18) be on rear side of the cantilever girder segment (1) and with cantilever girder segment (1) is adjacent has poured Beam section is built, it is concrete box girder that the rear side, which has poured beam section (18),.
7. a kind of rigid frame-continuous girder end bay construction technology according to claim 6, it is characterised in that: the internal model support frame (17) include multiple internal model truss being supported in internal model (10) from front to back, connected between multiple internal model truss by longitudinal Fitting, which is fastenedly connected, to be integrated;Each internal model truss includes the purlin for being arranged vertically and being supported to internal model (10) Frame ontology and multiple tracks are from top to bottom laid in the intrinsic transverse support bar of the truss (22), the truss ontology and multiple tracks institute Transverse support bar (22) is stated to be laid on same vertical plane;
The internal model (10) includes the inner side template that cope plate and two are symmetrically laid in lower section at left and right sides of the cope plate;Institute Stating truss ontology includes being supported in horizontal shore below the cope plate and two are symmetrically connected to the horizontal shore Below the left and right sides and to the vertical supports that the inner side template is supported, two vertical supports pass through cross described in multiple tracks It is connected as one to support rod (22);
It is symmetrically arranged with one of internal model traveling skid beam (29) in the internal model support frame (17), the internal model traveling skid beam (29) is in Horizontal layout and its along vertical bridge to laying, the internal model support frame (17) is supported in internal model traveling skid beam (29) described in twice, Internal model traveling skid beam (29) described in twice is symmetrically laid in below the left and right sides of the horizontal shore;It is vertical before the internal model Sunpender (19) is the vertical sunpender for being connected to preceding upper beam (8) Yu internal model traveling skid beam (29) front end, vertical lifting after the internal model Bar (20) is the vertical sunpender poured between the top plate of beam section (18) and internal model traveling skid beam (29) rear end on rear side of being connected to;
Along the transverse bridge, the transverse support bar (22) is in horizontal cloth for the transverse support bar (22) and the truss ontology If;
The horizontal shore be pull pin-connected panel support frame, the pull pin-connected panel support frame include middle bracket (1-3) and Two are symmetrically laid in the left and right sides of middle bracket (1-3) and can be carried out the side bracket (1-4) of horizontal pulling, the middle part Bracket (1-3) and two side brackets (1-4) are arranged vertically;Two side brackets (1-4) are laid in together On one vertical plane, the middle bracket (1-3) is located at the front side or rear side of side bracket (1-4);The middle bracket (1-3) and Two side brackets (1-4) are the plane girder being arranged vertically, and the middle bracket (1-3) is winded up including first Bar (1-3-1), the first lower boom (1-3-2) being located at 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) being located at immediately below the second top boom (1-4-1) and more are connected to the The second web member (1-4-3) between two top booms (1-4-1) and the second lower boom (1-4-2);First top boom (1-3-1) It is the cope plate support rod being supported to the cope plate with the second top boom (1-4-1), the first lower boom (1-3- 2) and the second lower boom (1-4-2) is to be laid in same level in the straight-bar and the two of horizontal layout;
The inner end of second top boom (1-4-1) is equipped with multiple upper horizontal connectors (1-5) from left to right, it is multiple it is described on Horizontal connector (1-5) is laid in same level, multiple upper horizontal connectors (1-5) in it is parallel lay and its With the second top boom (1-4-1) perpendicular laying;It is provided with and multiple supplies respectively from left to right on first top boom (1-3-1) The upper Level tune hole (1-6) of upper horizontal connector (1-5) installation;
The inner end of second lower boom (1-4-2) is equipped with multiple lower horizontal connectors (1-7) from left to right, it is multiple it is described under Horizontal connector (1-7) is laid in same level, multiple lower horizontal connectors (1-7) in it is parallel lay and its With the second lower boom (1-4-2) perpendicular laying;It is provided with and multiple supplies respectively from left to right on first lower boom (1-3-2) Lower horizontal connector (1-7) installation is lauched Heibei provincial opera knothole (1-8);
The upper Level tune hole (1-6) and to be lauched Heibei provincial opera knothole (1-8) be elongate holes;
The transverse support bar (22) is adjustable rod.
8. a kind of rigid frame-continuous girder end bay construction technology according to claim 6, it is characterised in that: double described in step 2 Limb triangle hanging basket further includes walking system;
The walking system includes two walking mechanisms (25) for being symmetrically mounted on lower section at left and right sides of the main couple, Mei Gesuo State the underface that walking mechanism (25) is respectively positioned on a truss group;The rear side has poured to be equipped on the top plates of beam section (18) Left and right twice are respectively for the long rails (26) of walking mechanism (25) walking, and the long rails (26) are along vertical bridge to laying;
The long rails (26) include the lower transverse beam poured on beam section (18) top plate on rear side of multiple tracks is laid in from front to back The vertical rail (26-2) and multiple tracks that (26-1), twice are laid in the left and right sides transverse beam (26-1) lower described in multiple tracks top are from front to back It is laid in the upper transverse beam (26-3) indulged on rail (26-2) described in twice, the lower transverse beam (26-1) and upper transverse beam (26-3) Along the transverse bridge, the vertical rail (26-2) is along vertical bridge to laying;
Upper transverse beam (26-3) is by indulging rail (26-2) fastening described in lower transverse beam (26-1) and multiple tracks described in multiple tracks described in twice It is connected as one;Upper transverse beam (26-3) described in per pass is embedded in rear side by one or more lower part and has poured in beam section (18) Built-in fitting (27) be fixed on rear side and poured above beam section (18);The built-in fitting includes pre-buried spiral and is installed on described Stop nut on pre-buried spiral, the stop nut are located above upper transverse beam (26-3), the pre-buried spiral It is arranged vertically;
The walking mechanism (25) includes being installed on the preceding support below preceding upper beam (8) and being installed below rear upper beam (9) Rear support, the preceding support and the rear support are can be along the mobile support saddle indulging rail (26-2) described in twice and being moved forward and backward.
9. a kind of rigid frame-continuous girder end bay construction technology according to claim 6, it is characterised in that: double described in step 2 Limb triangle hanging basket further includes bed die adjustment structure;The bed die adjustment structure includes after being laid in end template (4) back side top Side baffle (2-2), the beam bottom mother plate (4) for being located above end template (4) and carrying out molding construction to cantilever girder segment (1) bottom, The rear side baffle (2-2) is arranged vertically;It is sand interstitital texture (2- between the beam bottom mother plate (4) and end template (4) 5), the rear side baffle (2-2) and front-end template (2-7) in parallel laying and the two along the transverse bridge, the rear side is kept off Plate (2-2) and front-end template (2-7) are installed between the side template (6) that two are symmetrically 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 branch of the rear side baffle (2-2) It withstands on rear side to have poured on the bottom surface of beam section (18), it is beams of concrete that the cantilever girder segment (1) and rear side, which have poured beam section (18),; The rear side baffle (2-2) is located at 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, the front-end template (2-7) for being laid on end template (4) and being arranged vertically 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 on 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 on front-end template (2-7), and the beam bottom mother plate (4) is installed on two side templates (6) between.
10. a kind of rigid frame-continuous girder end bay construction technology according to claim 6, it is characterised in that: described in step 2 Double limb triangle hanging baskets further include having poured in beam section (18) secretly to bury anchor structure on rear side of left and right two is symmetrically laid in, each described It secretly buries and is respectively connected with an auxiliary rod (31) below anchor structure;
The connector (30) for secretly burying anchor structure and including embedded bar (32) and being connect with embedded bar (32) bottom end, it is described Embedded bar (32) and connector (30) are embedded in rear side and have poured in beam section (18);The embedded bar (32) and connector (30) be arranged vertically and the two be respectively positioned on the surfaces of rear lower beam (12), connector (30) bottom end and its locating for Rear side has poured the bottom surface flush of beam section (18) at position;The auxiliary rod (31) is arranged vertically, the auxiliary rod (31) upper end is fastenedly connected with connector (30), and auxiliary rod (31) lower end is connect with rear lower beam (12);It is described pre-buried Reinforcing bar (32), connector (30) and the auxiliary rod (31) being located at immediately below connector (30) are laid on same vertical line, The auxiliary rod (31) is reinforcing bar, and the connector (30) is the reinforcing bar company for connecting embedded bar (32) and auxiliary rod (31) Connect device.
CN201711233928.4A 2017-11-30 2017-11-30 A kind of rigid frame-continuous girder end bay construction technology CN107905111B (en)

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