CN105648926A - Swivel construction method for large span continuous beam which spans existing station - Google Patents

Swivel construction method for large span continuous beam which spans existing station Download PDF

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Publication number
CN105648926A
CN105648926A CN201511028904.6A CN201511028904A CN105648926A CN 105648926 A CN105648926 A CN 105648926A CN 201511028904 A CN201511028904 A CN 201511028904A CN 105648926 A CN105648926 A CN 105648926A
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CN
China
Prior art keywords
buttress
construction
constructed
laid
steel
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CN201511028904.6A
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Chinese (zh)
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CN105648926B (en
Inventor
仲维玲
李洁勇
丁大有
王克俭
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中铁二十局集团有限公司
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Priority to CN201511028904.6A priority Critical patent/CN105648926B/en
Publication of CN105648926A publication Critical patent/CN105648926A/en
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Publication of CN105648926B publication Critical patent/CN105648926B/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
    • E01D21/08Methods or apparatus specially adapted for erecting or assembling bridges by rotational movement of the bridge or bridge sections

Abstract

The invention discloses a swivel construction method for a large span continuous beam which spans an existing station. The constructed large span continuous beam is a reinforced concrete box beam which spans the existing station and the two ends of a middle span of the constructed large span continuous beam are supported on a second buttress and a third buttress correspondingly. A swivel construction process includes the steps that (1) swivel system construction is performed, specifically, swivel systems are constructed at the bottom of the second buttress and the bottom of the third buttress correspondingly, each swivel system comprises a lower supporting disc, an upper rotary disc, bridge swivel spherical hinges and a swivel hauling system, multiple supporting feet are disposed at the bottom of the upper rotary disc, and a lower bearing platform is provided with an annular sliding way where the supporting feet slide; (2) construction of the second buttress and the third buttress is performed; (3) construction of a front side beam body and a rear side beam body is conducted; and (4) plane swivel construction is carried out, specifically, the plane swivel construction is performed through the two swivel systems and the two swivel hauling systems. The swivel construction method for the large span continuous beam which spans the existing station is simple in steps, reasonable in design, easy and convenient to construct, good in using effect, capable of easily, conveniently and rapidly finishing the swivel construction process for the large span continuous beam spanning the existing station and safe in construction process.

Description

Large-Span Continuous girder span building up station rotation swivel construction method
Technical field
The invention belongs to technical field of bridge construction, especially relate to a kind of Large-Span Continuous girder span building up station rotation swivel construction method.
Background technology
China railway construction is in gold period, and large quantities of Lines for Passenger Transportation, inter-city passenger rail in succession go into operation and come into operation. The special technical requirement of Line for Passenger Transportation, causes it can not adopt usual friendship mouth as common railway. The thing followed be the increase in Line for Passenger Transportation across existing railway in operation main track, railway station, highway construction, the crossing construction cycle is long, and Business Line Influence to operation is big, and potential safety hazard highlights.
Bridge Rotation Construction Technique is the ball pivot and slideway and turntable structure that utilize coefficient of friction only small, and with simple equipment, the huge bridge structure in both sides that will have built, integral-rotation is installed and put in place. Zhanyi County's grand bridge and Zhang Jiatian grand bridge are Shanghai elder brother's special line for passenger trains Yunnan Section weight difficult point engineerings. Zhanyi County grand bridge total length 1768.386m, this bridge 27#��30# pier with (72+128+72) rice continuous beam with 25.3 �� of angles of cut across station, running railway line Zhanyi County, cross over 6 station tracks; Filling according to original position is outstanding, main span projects 105 meters and is positioned at both wired tops, affects the cycle longer. And (60+100+60) the rice continuous beam set up on the long 898.563m of Zhang Jiatian grand bridge full-bridge, this bridge 15# pier��18# pier with 40 �� of angles of cut across station, running railway line Gui-Kun Railway Malong, cross over 5 station tracks; Main span projects 66 meters and is positioned at both wired tops, affects the cycle longer. Wherein, the girder of above-mentioned two bridge is the In Reinforced Concrete Box Girder being inclined cross existing railway station and its beam body is single box single chamber, And of Varying Depth, variable section structure, in girder, the height of 0# block (being namely supported in the beam section directly over bridge pier) is 10m and its top bottom width degree respectively 12m and 7.1m, top bottom width degree respectively 12m and the 6.7m of other sections beam body, closure section box beam height is 5.5m, and bridge cantilever section list T structure weight is 8600 tons.
In practice of construction process, because of many across both wired electric railways, station continuous beam quantity on the elder brother's special line for passenger trains of Shanghai, risk source is numerous, potential safety hazard is excessive, adopt rotator construction, the driving to railway can be reduced and disturb, shorten the influence time to railway and station.But turn in station, span is big, beam body Heavy Weight, and risk is high, and the duration is tight, and difficulty of construction is big. Therefore, the construction of later similar engineering there is important directive significance by the research of large-span continuous beam spanning existing railway station Construction Technology of Level Swing Method.
Summary of the invention
The technical problem to be solved is in that for above-mentioned deficiency of the prior art, a kind of Large-Span Continuous girder span building up station rotation swivel construction method is provided, its method step is simple, reasonable in design and easy construction, difficulty of construction is low, result of use good, energy is easy, be rapidly completed the construction by swing of Large-Span Continuous girder span building up station, work progress safety.
For solving above-mentioned technical problem, the technical solution used in the present invention is: a kind of Large-Span Continuous girder span building up station rotation swivel construction method, it is characterised in that: constructed large-span continuous beam is cross over the In Reinforced Concrete Box Girder of building up station; The rear and front end of constructed large-span continuous beam be respectively supported on the first buttress and the 4th buttress and wherein across rear and front end be respectively supported on the second buttress and the 3rd buttress, described first buttress, the second buttress, the 3rd buttress and described 4th buttress are along the vertical bridge of constructed large-span continuous beam to carrying out from front to back laying and it is armored concrete buttress, and described second buttress and the 3rd buttress lay respectively at the left and right sides of described building up station; In constructed large-span continuous beam in being divided into from front to back across front side beam section, midspan closing section and in across rear side beam section, two end bays of constructed large-span continuous beam are divided into beam section on rear side of beam section on front side of end bay, end bay closure section and end bay all from front to back; Two described end bays of constructed large-span continuous beam be respectively arranged in the described front side edge across both sides, front and back across with back side edge across, in described across front side beam section and described front side edge across end bay on rear side of beam section composition front side beam body, described front side beam body be supported on the second buttress and its with the second buttress composition on front side of T structure cantilever beam; In described across rear side beam section and described back side edge across end bay on front side of beam section composition rear side beam body, described rear side beam body be supported on the 3rd buttress and its with the 3rd buttress composition on rear side of T structure cantilever beam; Constructed large-span continuous beam being turned and during closing construction, process is as follows:
Step one, rotor system are constructed: a rotor system of constructing respectively in the bottom of the second buttress and the 3rd buttress;
Described rotor system includes lower support dish, the top rotary table directly over described lower support dish, the bridge rotating ball pivot being installed between described lower support dish and top rotary table and the trailer system of turning driving top rotary table to rotate at horizontal plane, described lower support dish and top rotary table are reinforced concrete structure and both is that level is laid, described in trailer system of turning be attached with top rotary table; Described bridge rotating ball pivot includes lower ball pivot, be installed on the upper ball pivot directly over lower ball pivot, be connected to lower ball pivot and in the middle part of upper ball pivot between pivot pin and be supported in the support frame immediately below lower ball pivot, described lower ball pivot and upper ball pivot are all laid in level, and pivot pin is in vertically to laying; Described lower support dish is lower cushion cap, and described support frame is embedded in lower cushion cap, and lower ball pivot is fixedly mounted on described support frame; Described lower ball pivot is installed on above the middle part of lower cushion cap, is fastenedly connected bottom upper ball pivot top and top rotary table;
Described top rotary table is circular, and the bottom of described top rotary table is provided with multiple spike, and multiple described spikes are along the circumferential direction uniformly laid, and multiple described spikes are concrete filled steel tube and its top and are fastenedly connected with top rotary table;Multiple described spikes are all in vertically to laying;
Being provided for the annular slide track of multiple described spike sliding on described lower cushion cap, described annular slide track is that level is laid and it is positioned at the underface of top rotary table; Multiple described spikes are respectively positioned on above annular slide track; Described annular slide track is positioned at outside lower ball pivot; Being embedded with the annular steel skeleton that annular slide track is supported in described lower cushion cap, described annular slide track is fixed on described annular steel skeleton;
Step 2, the second buttress and the construction of the 3rd buttress: respectively the second buttress and the 3rd buttress are constructed on two the described rotor systems constructed in step one, described second buttress and the 3rd buttress are all supported on the top rotary table of described rotor system, and described second buttress and the 3rd buttress are all built with its supported top rotary table and be integrated; Described second buttress and the 3rd buttress are all in vertically to laying and the two lays respectively at the surface of two described rotor systems;
Step 3, front side beam body and the construction of rear side beam body: described front side beam body of constructing on the second buttress constructed in step 2, it is thus achieved that the described front side T structure cantilever beam constructed; Meanwhile, the 3rd buttress constructed in step 2 is constructed described rear side beam body, it is thus achieved that the described rear side T structure cantilever beam constructed;
In this step, after having constructed, described front side beam body and described rear side beam body be parallel laying and the two lay respectively at the left and right sides of described building up station;
Step 4, plane swivel are constructed: utilize two the described rotor systems constructed in step one, and by the trailer system of turning of two described rotor systems, respectively described front side T structure cantilever beam and described rear side T structure cantilever beam are carried out plane swivel construction, until described front side beam body and described rear side beam body are all horizontally rotated design attitude;
Wherein, when described front side T structure cantilever beam is carried out plane swivel construction, described in trailer system of turning drive described front side T structure cantilever beam to horizontally rotate around the central axis of the second buttress; Described rear side T structure cantilever beam is carried out plane swivel construction time, described in turn trailer system drive described rear side T structure cantilever beam horizontally rotate around the central axis of the 3rd buttress.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, is characterized in that: after having constructed in step 3, and described front side beam body is all parallel laying with described building up station with described rear side beam body.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, it is characterized in that: after step 4 midplane rotator construction completes, also need the described front side beam body to horizontally rotating design attitude to carry out closure segment locking construction with described rear side beam body, and obtain closure segment latch-up structure;
Described closure segment latch-up structure includes two upper stiff skeletons and two lower stiff skeletons laid respectively at immediately below two described upper stiff skeletons, two described upper stiff skeletons are laid in same level and both is along the vertical bridge of constructed large-span continuous beam to laying, two described upper stiff skeletons lay respectively at the left and right sides of constructed large-span continuous beam and the two is symmetrically laid, and two described lower stiff skeletons are laid in same level and both is along the vertical bridge of constructed large-span continuous beam to laying;
The rear and front end of described upper stiff skeleton is respectively supported at described front side beam body with on the top board of described rear side beam body, and the rear and front end of described lower stiff skeleton is respectively supported on the base plate of described front side beam body and described rear side beam body;The left and right sides, top board rear end of described front side beam body is provided with one group of first pre-embedded steel slab fixed for upper stiff skeleton, and the base plate rear end left and right sides of described front side beam body is provided with one group of second pre-embedded steel slab fixed for lower stiff skeleton; The left and right sides, top board front end of described rear side beam body is provided with one group of the 3rd pre-embedded steel slab fixed for upper stiff skeleton, and the left and right sides, base plate front end of described rear side beam body is provided with one group of the 4th pre-embedded steel slab fixed for lower stiff skeleton; Described first pre-embedded steel slab, the second pre-embedded steel slab, the 3rd pre-embedded steel slab and the 4th pre-embedded steel slab are all laid in level;
Described closure segment latch-up structure also includes the interim stretch-draw steel bundle that multiple tracks is laid in same level, described in multiple tracks, the vertical bridge of the constructed large-span continuous beam in interim stretch-draw steel Shu Jun edge is to laying, and described in multiple tracks, the direction across bridge of the constructed large-span continuous beam in interim stretch-draw steel bundle edge is laid from left to right;
Described in multiple tracks, interim stretch-draw steel bundle is respectively positioned between described front side beam body and described rear side beam body;
The front end of the rear end of described front side beam body and described rear side beam body is provided with multiple tension ground tackle to stretch-draw steel Shu Jinhang stretch-draw interim described in multiple tracks respectively.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, is characterized in that: described front side beam body and described rear side beam body are divided into front side cantilever beam section, pier top beam section and rear side cantilever beam section all from front to back; The pier top beam section of described front side beam body is positioned at the surface of the second buttress and it is supported on the second buttress, and the pier top beam section of described rear side beam body is positioned at the surface of the 3rd buttress and it is supported on the 3rd buttress;
During described front side beam body of constructing on the second buttress in step 3, first adopt Support Method that the pier top beam section of described front side beam body is constructed, then adopt Hanging Basket that front side cantilever beam section and the rear side cantilever beam section of described front side beam body are constructed respectively; During described rear side beam body of constructing on the 3rd buttress, first adopt Support Method that the pier top beam section of described rear side beam body is constructed, then adopt Hanging Basket that front side cantilever beam section and the rear side cantilever beam section of described rear side beam body are constructed respectively.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, it is characterized in that: when adopting Hanging Basket that the front side cantilever beam section of described front side beam body and rear side cantilever beam section are constructed and before adopting Hanging Basket that the front side cantilever beam section of described rear side beam body and rear side cantilever beam section are constructed, need first to install on the Hanging Basket adopted safeguard structure;
Described Hanging Basket includes being installed on the main couple at the beam body top of constructed large-span continuous beam, is positioned at the end template bottom the beam body of constructed large-span continuous beam, the side form of two beam body left and right sides laying respectively at constructed large-span continuous beam and the bottom support frame that described end template is supported, and described end template is positioned at below described main couple; Described bottom support frame be level lay and its be positioned at below described end template; The structure of two described side forms identical and the two symmetrically lay, each described side form all includes side template and the side form bracing frame that described side template is supported, and the described side form bracing frame of two described side forms is respectively supported at above the left and right sides of described bottom support frame;
Described safeguard structure includes bottom parcel platform and two sidepiece protective frame being respectively supported at above the parcel platform left and right sides, described bottom, the structure of two described sidepiece protective frame identical and the two symmetrically lay, two described sidepiece protective frame are all in vertically to laying;Described bottom parcel platform is rectangular platform, and described bottom parcel platform be that level is laid and it includes base plate and be laid in the horizontal support skeleton bottom base plate, and described horizontal support skeleton is be laid with multiple tracks sidepiece fender rod above rectangle and its surrounding; On described horizontal support skeleton, the height of laid sidepiece fender rod is all identical, and described sidepiece fender rod is in vertically to laying and its height is less than the spacing between bottom the beam body of base plate and constructed large-span continuous beam; Described sidepiece protective frame is steel pipe protective frame and it is in vertically to laying, and two described sidepiece protective frame are laid in above the left and right sides of described horizontal support skeleton respectively.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, is characterized in that: the top of two described sidepiece protective frame is respectively positioned on the beam body top face of constructed large-span continuous beam;
Sidepiece fender rod routed on the left of described horizontal support skeleton is left side fender rod, and described in multiple tracks, left side fender rod is all laid on same vertical plane; Sidepiece fender rod routed on the right side of described horizontal support skeleton is right side fender rod, and described in multiple tracks, right side fender rod is all laid on same vertical plane; Left side fender rod described in multiple tracks and right side fender rod described in multiple tracks
Each described sidepiece protective frame all includes multiple vertical steel pipe, multiple horizontal steel tube being from top to bottom laid on same vertical plane and bridging being positioned at outside multiple described vertical steel pipe being laid in from front to back on same vertical plane, and each described horizontal steel tube is all fastenedly connected with multiple described vertical steel pipes;
Two described sidepiece protective frame are respectively supported in the left side protective frame above the parcel platform left and right sides, described bottom and right side protective frame, in the protective frame of described left side, the quantity of vertical steel pipe is identical with the quantity of described left side fender rod, and the multiple described vertical steel pipe in the protective frame of described left side is separately fixed in left side fender rod described in multiple tracks; In the protective frame of described right side, the quantity of vertical steel pipe is identical with the quantity of described right side fender rod, and the multiple described vertical steel pipe in the protective frame of described right side is separately fixed in right side fender rod described in multiple tracks;
The described side form bracing frame of two described side forms is respectively supported in the left side mould bracing frame above the described bottom support frame left and right sides and right side mould bracing frame, is fastenedly connected each through multiple connectors between described left side protective frame and described left side mould bracing frame and between described right side protective frame and described right side mould bracing frame;
The bottom of described bottom support frame is provided with the cross-brace beam that front and back twice are parallel laying, and described cross-brace beam is laid along the direction across bridge of constructed large-span continuous beam; Described bottom parcel platform also includes front and back twice and lays respectively at the base cross members immediately below cross-brace beam described in twice, and base cross members described in twice all carries out laying along the direction across bridge of constructed large-span continuous beam and both is laid in same level; Base cross members described in per pass is suspended to each through multiple suspenders laid from left to right on the described cross-brace beam being positioned above;
The structure of base cross members described in twice is all identical with size; Base cross members described in per pass all includes horizontal I-steel, two, left and right is respectively welded the sidepiece parcel channel-section steel of the web left and right sides being fixed on horizontal I-steel, the bottom parcel steel plate strip bottom steel plate strip and a lower flange being weldingly fixed on horizontal I-steel is wrapped up on the top on the top, top flange being weldingly fixed on horizontal I-steel, two described sidepieces parcel channel-section steel all in vertically to laying and the two is symmetrically laid, described top parcel steel plate strip and bottom parcel steel plate strip all layings in level;
Described bottom parcel platform also include sidepiece enclosing, described sidepiece enclosing be rectangle and its surrounded by four pieces of lateral baffle plates being laid in respectively above base plate surrounding;Connect reinforcing bar by one rectangle between all sidepiece fender rods laid on described horizontal support skeleton to be fastenedly connected, it is that level is laid that described rectangle connects reinforcing bar, described rectangle connects reinforcing bar and connects to form sidepiece shielded frame with all sidepiece fender rods of laying on described horizontal support skeleton, described sidepiece shielded frame is rectangle, and described sidepiece enclosing is positioned at inside described sidepiece shielded frame and it is fixed on sidepiece shielded frame.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, is characterized in that: lower cushion cap described in step one is divided into bottom cushion cap and is positioned at the top cushion cap above the cushion cap of bottom, and described support frame and described annular steel skeleton are all embedded in the cushion cap of top; In step one when the bottom of the second buttress and the 3rd buttress construction rotor system, the work progress of described rotor system is as follows:
Step 101, lower cushion cap forming panel prop up vertical and bottom cushion cap concrete pouring construction: the forming panel for lower cushion cap of constructing carries out Zhi Li, and the steel reinforcement cage arranged in lower cushion cap is carried out colligation; Again bottom cushion cap is carried out concrete pouring construction, it is thus achieved that the bottom cushion cap of construction molding;
Step 102, lower ball pivot and annular slide track are installed: install described support frame and described annular steel skeleton on first described bottom cushion cap in a step 101, ball pivot under fixedly mounting on described support frame again, and fixedly mount annular slide track on described annular steel skeleton;
Step 103, top cushion cap concrete pouring construction: top cushion cap is carried out concrete pouring construction, it is thus achieved that the lower cushion cap of construction molding;
Step 104, upper ball pivot lift: installed in a step 102 on mounted lower ball pivot by pivot pin, then by directly over upper ball pivot lifting to lower ball pivot, and by pivot pin, upper ball pivot and lower ball pivot are attached;
Step 105, spike are installed: in a step 102 on the annular slide track of installation, install multiple described spike;
Step 106, top rotary table forming panel prop up vertical and concrete pouring construction: set up falsework on the lower cushion cap of construction molding in step 103, on described falsework, prop up the forming panel stood for top rotary table of constructing again, and the steel reinforcement cage arranged in top rotary table is carried out colligation; Afterwards, top rotary table is carried out concrete pouring construction, it is thus achieved that the top rotary table of construction molding;
In step 105, the top of multiple described spikes is all fastenedly connected with top rotary table and is integrated;
Step 105 carries out spike when installing, also need to the equal multiple correcting wedge of pad bottom each described spike and between annular slide track, multiple described correcting wedges are along the circumferential direction laid;
Carrying out in step 4 before plane swivel construction, bottom each described spike and between annular slide track, all pad fills slide plate, and is all taken out by all correcting wedges bottom each spike and between annular slide track.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, it is characterized in that: rotor system described in step one also includes the closing disk structure that top rotary table and described lower support dish are fastenedly connected, described closing disk structure be xoncrete structure and it include the upper closing disk structure outside top rotary table and on described lower closing disk structure between closing disk structure and described lower support dish, the cross section of described upper closing disk structure is that annular and itself and top rotary table are built and be integrated, the lateral wall of described lower closing disk structure be the face of cylinder and its with described upper closing disk structure in coaxial laying, described lower closing disk structure and described lower support dish are built and are integrated and its external diameter is more than the external diameter of described upper closing disk structure, and described upper closing disk structure builds with described lower closing disk structure and is integrated, described upper ball pivot, lower ball pivot, annular slide track and multiple described spike are all built in described lower closing disk structure,
It is provided with steel reinforcement cage in described closing disk structure;Pass through vertically to be connected reinforcing bar described in multiple tracks between the steel reinforcement cage of described lower cushion cap and the steel reinforcement cage in closing disk structure to be fastenedly connected;
After step 4 midplane rotator construction completes, also need closing disk structure is carried out concrete pouring construction, and by closing disk structure top rotary table and described lower support dish be fastenedly connected and be integrated.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, it is characterized in that: trailer system of turning described in step one includes two traction apparatuss being installed on lower cushion cap and two hauling ropes being connected respectively with two described traction apparatuss, and two described traction apparatuss are parallel laying; Two described traction apparatuss are respectively laid in front side traction apparatus and the rear side traction apparatus of both sides before and after annular slide track, and described rear side traction apparatus and the traction apparatus of described front side lay respectively at the left and right sides of annular slide track; The traction apparatus of described front side includes the first hydraulic jack and props up the first reaction support stood on the left of the first hydraulic jack, described first reaction support is fixedly mounted on lower cushion cap and it is in vertically to laying, and described first hydraulic jack be level laying and itself and the perpendicular laying of the first reaction support; Described rear side traction apparatus includes the second hydraulic jack and props up the second reaction support stood on the right side of the second hydraulic jack, described second reaction support is fixedly mounted on lower cushion cap and it is in vertically to laying, and described second hydraulic jack be level laying and itself and the perpendicular laying of the second reaction support; The first hauling rope that hauling rope described in twice is respectively connected with the first hydraulic jack and the second hauling rope being connected with the second hydraulic jack, the structure of hauling rope described in twice is identical and both is by being divided into front side embedded section, middle part to be wound around section and rear side linkage section after forward direction;
The first anchoring piece for described first hauling rope front end anchoring and the second anchoring piece for described second hauling rope front end anchoring it is embedded with in described top rotary table, the front side embedded section of described first hauling rope is embedded in top rotary table and its front end is anchored on the first anchoring piece, and the middle part of described first hauling rope is wound around section and is wrapped on the lateral wall of top rotary table and rear side linkage section and the connection of the first hydraulic jack; The front side embedded section of described second hauling rope is embedded in top rotary table and its front end is anchored on the second anchoring piece, and the middle part of described second hauling rope is wound around section and is wrapped on the lateral wall of top rotary table and rear side linkage section and the connection of the second hydraulic jack;
Two described traction apparatuss are centrosymmetric laying centered by pivot pin, and hauling rope described in twice is centrosymmetric laying centered by pivot pin;
Hauling rope described in described first hydraulic jack, the second hydraulic jack and twice is all laid in same level.
Above-mentioned Large-Span Continuous girder span building up station rotation swivel construction method, is characterized in that: rotor system described in step one also includes rotating limiting device and the temporary support structure being supported between top rotary table and annular slide track;
Described rotating limiting device includes two bottoms and is embedded in the positive stop in lower cushion cap and two tops are all embedded in the postive stop baffle in top rotary table, and two described postive stop baffles are all in vertically to laying and the two and pivot pin are all laid on same vertical plane; Two described postive stop baffles are respectively positioned on above annular slide track, and two described positive stops are all laid on same vertical plane with pivot pin;
Described temporary support structure includes the sandbox along the circumferential direction uniformly laid, and the group number of described sandbox is identical with the quantity of spike and itself and spike are be laid staggeredly;Described sandbox is in vertically to laying; It is provided with division board between each described sandbox top and top rotary table.
The present invention compared with prior art has the advantage that
1, method step is simple, reasonable in design and easy construction, difficulty of construction are low, puts into construction cost relatively low.
2, the rotor system simple in construction that adopts, reasonable in design and easy construction, result of use are good, institute's constructing continuous beam can carry out smooth rotation and process safety of turning, and process of turning is easily controllable.
3, the trailer system simple in construction of turning that adopts, reasonable in design and install and easy and simple to handle, result of use good, plane swivel process can be effectively ensured proceed smoothly, and process control simplicity of turning, and the accurate closure of constructed large-span continuous beam can be realized.
4, the annular slide track simple in construction, easy construction and the result of use that adopt are good, and match with multiple spikes, can ensure that large-span continuous beam is turned process simplicity, steadily.
5, the basket protection simple in construction adopted, reasonable in design and processing and fabricating and lifting are easy, result of use is good, can effectively solve the security protection problem of spanning existing railway, construction of the highway, work progress can largely reduce security risk, lighter in weight simultaneously, it is substantially reduced construction costs and construction cost, popularizing application prospect is wide, is worth in similar construction and promotes.
6, the closure segment latch-up structure adopted is simple, reasonable in design and easy construction, result of use are good, adopts " stiff skeleton+stretch-draw temporary steel bundle " scheme, during closure section locking, and first welding stiff skeleton locking, then it is quickly completed the stretch-draw of temporary steel bundle. Upper stiff skeleton and lower stiff skeleton are used for connecting front side beam body and rear side beam body, ensure closure section headroom, prevent in building the concrete process of closure section and closure section concrete not up to the maintenance processes of design strength in the changing of the relative positions of beam body two sides, be used for resisting the closure section vertical shear stress that the compressive stress that produces and beam body are likely to the changing of the relative positions and cause because temperature raises simultaneously. Stretch-draw temporary steel bundle can be used for resisting the tension that closure section two ends beam body (i.e. front side beam body and rear side beam body) produces in closure section concrete because temperature reduces contraction.
7, result of use is good and practical value is high, can easy, be rapidly completed turning and closing construction process of Large-Span Continuous girder span building up station, work progress safety; Further, plane swivel Process Design rationally and is turned conveniently, can easy, quickly, safely, favorably accomplish plane swivel process, and both wired interference is few, greatly reduce security risk.
Below by drawings and Examples, technical scheme is described in further detail.
Accompanying drawing explanation
Fig. 1 is the construction method FB(flow block) of the present invention.
Fig. 1-1 by the rotator construction view of construction large-span continuous beam.
Fig. 2 is the facade structures schematic diagram of rotor system of the present invention.
Fig. 3 is the planar structure schematic diagram of lower support dish of the present invention, spike, temporary support structure, the first reaction support and the second reaction support.
Fig. 4 is the planar structure schematic diagram of rotor system of the present invention.
Fig. 4-1 is the structural representation of postive stop baffle of the present invention and spacing steel plate.
Fig. 5 is present invention method flow block diagram when rotor system is constructed.
Fig. 6 is the installation position schematic diagram of annular slide track of the present invention.
Fig. 7 is the structural representation of annular of the present invention splicing steel plate.
Fig. 8 is that the present invention turns the structural representation of trailer system.
Fig. 9 is the structural representation of safeguard structure of the present invention.
Figure 10 is the structural representation wrapping up platform bottom the present invention.
Figure 11 is the structural representation of base cross members of the present invention.
Figure 12 is that the vertical bridge of closure segment latch-up structure of the present invention is to structural representation.
Figure 13 is the installation position schematic diagram of the first pre-embedded steel slab and the second pre-embedded steel slab set by beam body rear end on front side of the present invention.
Description of reference numerals:
1 second buttress; 2 the 3rd buttresses; Across front side beam section in 3-1;
3-2 midspan closing section; Across rear side beam section in 3-3; Beam section on front side of 4-1 end bay;
4-2 end bay closure section; Beam section on rear side of 4-3 end bay; 5-1 top rotary table;
5-16 closing disk structure; Ball pivot under 5-2; The upper ball pivot of 5-3;
5-4 pivot pin; Cushion cap under 5-41; 5-5 spike;
Cushion cap bottom 5-51; 5-52 top cushion cap; 5-6 sandbox;
5-7 annular slide track; 5-71 annular splicing steel plate; 5-72 ring stainless steel plate;
The levelling steel plate of 5-73; 5-8 postive stop baffle; 5-81 hauling rope;
The spacing steel plate of 5-9; 5-10 the first hydraulic jack; 5-11 the first reaction support;
5-12 the second hydraulic jack; 5-13 the second reaction support;
5-14 the first anchoring piece; 5-15 the second anchoring piece; The upper stiff skeleton of 6-1;
Stiff skeleton under 6-2; 6-3 the first pre-embedded steel slab; 6-4 the second pre-embedded steel slab;
6-5 the 3rd pre-embedded steel slab; 6-6 the 4th pre-embedded steel slab; The pre-buried channel-section steel of 6-7 first;
The pre-buried channel-section steel of 6-8 second; The pre-buried channel-section steel of 6-9 the 3rd; The pre-buried channel-section steel of 6-10 the 4th;
7-1 base plate; 7-2 sidepiece fender rod; 7-3 structural steel frame;
The lateral baffle plate of 7-4; 7-5 base cross members; The horizontal I-steel of 7-51;
7-52 sidepiece parcel channel-section steel; 7-53 top parcel steel plate strip;
7-54 bottom parcel steel plate strip; 7-6 vertical steel pipe;
7-7 horizontal steel tube; 7-8 bridging; 7-9 longitudinal support beam;
Beam body on front side of in the of 8; Beam body on rear side of in the of 9;
Detailed description of the invention
A kind of Large-Span Continuous girder span building up station rotation swivel construction method as shown in Figure 1, constructed large-span continuous beam is cross over the In Reinforced Concrete Box Girder of building up station; The rear and front end of constructed large-span continuous beam be respectively supported on the first buttress and the 4th buttress and wherein across rear and front end be respectively supported on the second buttress 1 and the 3rd buttress 2, described first buttress, the second buttress the 1, the 3rd buttress 2 and described 4th buttress are along the vertical bridge of constructed large-span continuous beam to carrying out from front to back laying and it is armored concrete buttress, and described second buttress 1 and the 3rd buttress 2 lay respectively at the left and right sides of described building up station; In constructed large-span continuous beam in being divided into from front to back across front side beam section 3-1, midspan closing section 3-2 and in across rear side beam section 3-3, two end bays of constructed large-span continuous beam are divided into beam section 4-3 on rear side of beam section 4-1 on front side of end bay, end bay closure section 4-2 and end bay all from front to back; Two described end bays of constructed large-span continuous beam be respectively arranged in the described front side edge across both sides, front and back across with back side edge across, in described across front side beam section 3-1 and described front side edge across end bay on rear side of beam section 4-3 composition front side beam body 8, described front side beam body 8 be supported on the second buttress 1 and its with the second buttress 1 composition on front side of T structure cantilever beam; In described across rear side beam section 3-3 and described back side edge across end bay on front side of beam section 4-1 composition rear side beam body 9, described rear side beam body 9 be supported on the 3rd buttress 2 and its with the 3rd buttress 2 composition on rear side of T structure cantilever beam, refer to Fig. 1-1;Constructed large-span continuous beam being turned and during closing construction, process is as follows:
Step one, rotor system are constructed: a rotor system of constructing respectively in the bottom of the second buttress 1 and the 3rd buttress 2;
As shown in Fig. 2, Fig. 3, Fig. 4 and Fig. 4-1, described rotor system includes lower support dish, the top rotary table 5-1 directly over described lower support dish, the bridge rotating ball pivot being installed between described lower support dish and top rotary table 5-1 and drives the top rotary table 5-1 trailer system of turning rotated at horizontal plane, described lower support dish and top rotary table 5-1 are reinforced concrete structure and both is that level is laid, described in trailer system of turning be attached with top rotary table 5-1; Described bridge rotating ball pivot includes lower ball pivot 5-2, be installed on the upper ball pivot 5-3 directly over lower ball pivot 5-2, be connected to lower ball pivot 5-2 and in the middle part of upper ball pivot 5-3 between pivot pin 5-4 and be supported in the support frame immediately below lower ball pivot 5-2, described lower ball pivot 5-2 and upper ball pivot 5-3 all lays in level, and pivot pin 5-4 is in vertically to laying; Described lower support dish is lower cushion cap 5-41, and described support frame is embedded in lower cushion cap 5-41, and lower ball pivot 5-2 is fixedly mounted on described support frame; Described lower ball pivot 5-2 is installed on above the middle part of lower cushion cap 5-41, is fastenedly connected bottom upper ball pivot 5-3 top and top rotary table 5-1;
Described top rotary table 5-1 is circular, and the bottom of described top rotary table 5-1 is provided with multiple spike 5-5, and multiple described spike 5-5 along the circumferential direction uniformly lay, and multiple described spike 5-5 are concrete filled steel tube and its top and are fastenedly connected with top rotary table 5-1; Multiple described spike 5-5 are all in vertically to laying;
Being provided for the annular slide track 5-7, described annular slide track 5-7 of multiple described spike 5-5 sliding on described lower cushion cap 5-41 is that level is laid and it is positioned at the underface of top rotary table 5-1; Multiple described spike 5-5 are respectively positioned on above annular slide track 5-7; Described annular slide track 5-7 is positioned at outside lower ball pivot 5-2; Being embedded with the annular steel skeleton that annular slide track 5-7 is supported in described lower cushion cap 5-41, described annular slide track 5-7 is fixed on described annular steel skeleton;
Step 2, the second buttress and the construction of the 3rd buttress: respectively the second buttress 1 and the 3rd buttress 2 are constructed on two the described rotor systems constructed in step one, described second buttress 1 and the 3rd buttress 2 are all supported on the top rotary table 5-1 of described rotor system, and described second buttress 1 and the 3rd buttress 2 are all built with its supported top rotary table 5-1 and be integrated; Described second buttress 1 and the 3rd buttress 2 are all in vertically to laying and the two lays respectively at the surface of two described rotor systems;
Step 3, front side beam body 8 are constructed with rear side beam body 9: described front side beam body 8 of constructing on the second buttress 1 constructed in step 2, it is thus achieved that the described front side T structure cantilever beam constructed; Meanwhile, the 3rd buttress 2 constructed in step 2 is constructed described rear side beam body 9, it is thus achieved that the described rear side T structure cantilever beam constructed;
In this step, after having constructed, described front side beam body 8 and described rear side beam body 9 in parallel laying and the two lay respectively at the left and right sides of described building up station;
Step 4, plane swivel are constructed: utilize two the described rotor systems constructed in step one, and by the trailer system of turning of two described rotor systems, respectively described front side T structure cantilever beam and described rear side T structure cantilever beam are carried out plane swivel construction, until described front side beam body 8 and described rear side beam body 9 are all horizontally rotated design attitude;
Wherein, when described front side T structure cantilever beam is carried out plane swivel construction, described in trailer system of turning drive described front side T structure cantilever beam to horizontally rotate around the central axis of the second buttress 1; Described rear side T structure cantilever beam is carried out plane swivel construction time, described in turn trailer system drive described rear side T structure cantilever beam horizontally rotate around the central axis of the 3rd buttress 2.
In the present embodiment, after step 4 midplane rotator construction completes, also need two described end bays of constructed large-span continuous beam are carried out closing construction respectively;
And, before two described end bays are carried out closing construction, first to described first buttress, described 4th buttress, described front side edge across end bay on front side of beam section 4-1 and described back side edge across end bay on rear side of beam section 4-3 construct, described front side edge across end bay on front side of beam section 4-1 be supported on described first buttress, described back side edge across end bay on rear side of beam section 4-3 be supported on described 4th buttress;
When the front side edge of constructed large-span continuous beam is stepped into row closing construction, step 4 horizontally rotates the described front side beam body 8 of design attitude and described front side edge across end bay on front side of between beam section 4-1 to described front side edge across end bay closure section 4-2 construct, complete described front side edge across closing construction process;
When the back side edge of constructed large-span continuous beam is stepped into row closing construction, step 4 horizontally rotates the described rear side beam body 9 of design attitude and described back side edge across end bay on rear side of between beam section 4-3 to described back side edge across end bay closure section 4-2 construct, complete described back side edge across closing construction process.
After two described end bays of constructed large-span continuous beam all join the two sections of a bridge, etc, step 4 horizontally rotates centering between the described front side beam body 8 of design attitude and described rear side beam body 9 construct across closure section 3-2, complete in constructed large-span continuous beam across closing construction process.
In the present embodiment, described bridge rotating ball pivot also includes the friction pair being installed between lower ball pivot 5-2 and upper ball pivot 5-3.
In practice of construction process, the angle between constructed large-span continuous beam and crossed over building up station is 20 �㡫45 ��, thus constructed large-span continuous beam is inclined cross building up station. In the present embodiment, described building up station is existing railway station.
In the present embodiment, the span of constructed large-span continuous beam is more than 150m.
In the present embodiment, described front side T structure cantilever beam and described rear side T structure cantilever beam are called for short T structure, and it constructs for T-shaped pier consolidation.
As it is shown in figure 5, lower cushion cap 5-41 described in step one is divided into bottom cushion cap 5-51 and is positioned at the top cushion cap 5-52 above the cushion cap 5-51 of bottom, described support frame and described annular steel skeleton are all embedded in the cushion cap 5-52 of top; In step one when the bottom of the second buttress 1 and the 3rd buttress 2 construction rotor system, the work progress of described rotor system is as follows:
Step 101, lower cushion cap forming panel prop up vertical and bottom cushion cap concrete pouring construction: the forming panel for the lower cushion cap 5-41 that constructs carries out Zhi Li, and the steel reinforcement cage arranged in lower cushion cap 5-41 is carried out colligation; Again bottom cushion cap 5-51 is carried out concrete pouring construction, it is thus achieved that the bottom cushion cap 5-51 of construction molding;
Step 102, lower ball pivot and annular slide track are installed: install described support frame and described annular steel skeleton on first described bottom cushion cap 5-51 in a step 101, ball pivot 5-2 under fixedly mounting on described support frame again, and fixedly mount annular slide track 5-7 on described annular steel skeleton;
Step 103, top cushion cap concrete pouring construction: top cushion cap 5-52 is carried out concrete pouring construction, it is thus achieved that the lower cushion cap 5-41 of construction molding;
Step 104, upper ball pivot lift: installed in a step 102 on mounted lower ball pivot 5-2 by pivot pin 5-4, then by directly over upper ball pivot 5-3 lifting to lower ball pivot 5-2, and by pivot pin 5-4, upper ball pivot 5-3 and lower ball pivot 5-2 is attached;
Step 105, spike are installed: in a step 102 on the annular slide track 5-7 of installation, install multiple described spike 5-5;
Step 106, top rotary table forming panel prop up vertical and concrete pouring construction: set up falsework on the lower cushion cap 5-41 of construction molding in step 103, on described falsework, prop up the forming panel stood for the top rotary table 5-1 that constructs again, and the steel reinforcement cage arranged in top rotary table 5-1 is carried out colligation; Afterwards, top rotary table 5-1 is carried out concrete pouring construction, it is thus achieved that the top rotary table 5-1 of construction molding;
In step 105, the top of multiple described spike 5-5 is all fastenedly connected with top rotary table 5-1 and is integrated.
In the present embodiment, the top of multiple described spike 5-5 all stretches in top rotary table 5-1, and the top of multiple described spike 5-5 is all built in top rotary table 5-1.
In the present embodiment, step 105 carries out spike when installing, also need to the equal multiple correcting wedge of pad bottom each described spike 5-5 and between annular slide track 5-7, multiple described correcting wedges are along the circumferential direction laid;
Carrying out in step 4 before plane swivel construction, bottom each described spike 5-5 and between annular slide track 5-7, all pad fills slide plate, and is all taken out by all correcting wedges bottom each spike 5-5 and between annular slide track 5-7.
In the present embodiment, equal pad has 12 described correcting wedges bottom each described spike 5-5 and between annular slide track 5-7.
During practice of construction, can according to specific needs, the quantity of institute's pad correcting wedge bottom each described spike 5-5 and between annular slide track 5-7 be adjusted accordingly.
In the present embodiment, support frame described in step one being provided with multiple height adjustment bolt that the height of lower ball pivot 5-2 is adjusted, multiple described height adjustment bolt are along the circumferential direction uniformly laid;
Under fixedly mounting on described support frame in step 102 during ball pivot 5-2, by multiple described height adjustment bolt, the height of lower ball pivot 5-2 being adjusted, described lower ball pivot 5-2 is fixedly mounted on described support frame by multiple described height adjustment bolt.
During actual installation, by multiple described height adjustment bolt, the absolute altitude of lower ball pivot 5-2 is finely tuned.
When described rotor system is constructed by the method as shown in Figure 5 of employing, method is simple, reasonable in design and easy construction, result of use are good, can be effectively ensured ball pivot installation accuracy. Owing to ball pivot installation accuracy is the most critical ingredient of constructing swivel bridge, the installation accuracy of ball pivot directly influences the quality turned and the safety of process of turning, hereby it is ensured that ball pivot installation accuracy, swivel bridges can be made steadily to rotate in place accurately in rotation process.
In the present embodiment, the width of described annular slide track 5-7 is 1.0m and its central radius is 3.95m, multiple described spike 5-5 are distributed on annular slide track 5-7 symmetrically and evenly, and during plane swivel construction, each spike 5-5 slides in annular slide track 5-7, keep swivel structure steady.
As shown in Figure 2, in the present embodiment, rotor system described in step one also includes the top rotary table 5-1 closing disk structure 5-16 being fastenedly connected with described lower support dish, described closing disk structure 5-16 be xoncrete structure and it include the upper closing disk structure outside top rotary table 5-1 and on described lower closing disk structure between closing disk structure and described lower support dish, the cross section of described upper closing disk structure is that annular and itself and top rotary table 5-1 are built and be integrated, the lateral wall of described lower closing disk structure be the face of cylinder and its with described upper closing disk structure in coaxial laying, described lower closing disk structure and described lower support dish are built and are integrated and its external diameter is more than the external diameter of described upper closing disk structure, and described upper closing disk structure builds with described lower closing disk structure and is integrated,Described upper ball pivot 5-3, lower ball pivot 5-2, annular slide track 5-7 and multiple described spike 5-5 all build in described lower closing disk structure.
In the present embodiment, in described closing disk structure 5-16, it is provided with steel reinforcement cage; When step 103 carries out top cushion cap concrete pouring construction, also in the cushion cap 5-52 of top, pre-buried multiple tracks need to vertically connect reinforcing bar, pass through vertically to be connected reinforcing bar described in multiple tracks between steel reinforcement cage and the steel reinforcement cage in closing disk structure 5-16 of described lower cushion cap 5-41 and be fastenedly connected.
Further, after step 4 midplane rotator construction completes, also need closing disk structure 5-16 is carried out concrete pouring construction, and by closing disk structure 5-16 top rotary table 5-1 is fastenedly connected with described lower support dish and is integrated. Further, before closing disk structure 5-16 is carried out concrete pouring construction, first top rotary table 5-1 is carried out dabbing process respectively with described lower support dish.
In the present embodiment, the upper surface of described lower ball pivot 5-2 is that on concave spherical surface and its upper surface, tiling has a strata tetrafluoroethene slide plate. The bottom surface of described upper ball pivot 5-3 is convex spherical, and described upper ball pivot 5-3 is positioned at the inside upper part of lower ball pivot 5-2.
In the present embodiment, the model of described bridge rotating ball pivot is LQJ85000 type. The panel of described bridge rotating ball pivot adopts Q345 steel plate, and ball pivot diameter is 3600mm. The radius of described upper ball pivot 5-3 is 7992mm, and the radius of lower ball pivot 5-2 is 8000mm, and the diameter of pivot pin set is �� 273mm, and pin diameter is �� 230mm, and whole ball pivot is welded on described support frame.
During practice of construction, described lower cushion cap 5-41 is rectangle cushion cap. In the present embodiment, the length of described lower cushion cap 5-41 is 18.5m and it is highly for 14.5m, and the height of described bottom cushion cap 5-51 is 2.7m.
As shown in Figure 6, described annular slide track 5-7 includes annular splicing steel plate 5-71 and the ring stainless steel plate 5-72 being laid on annular splicing steel plate 5-71, described annular splicing steel plate 5-71 is fixed on described annular steel skeleton, and described lower cushion cap 5-41 top has for the annular splicing steel plate 5-71 annular mounting groove installed; It is fastenedly connected by the many groups of connecting bolts circumferentially laid between described annular splicing steel plate 5-71 and described annular steel skeleton.
In the present embodiment, described connecting bolt is described height adjustment bolt.
During practice of construction, it is fixedly connected with welding manner between described ring stainless steel plate 5-72 and annular splicing steel plate 5-71. Further, the apical side height of the described annular splicing steel plate 5-71 apical side height lower than lower cushion cap 5-41.
As it is shown in fig. 7, described annular splicing steel plate 5-71 is spliced by the curved plate that multi-blocked structure is all identical with size, it is fixedly connected with welding manner between adjacent two described curved plates. The thickness of slab of described curved plate is 2cm��3cm. In the present embodiment, described annular splicing steel plate 5-71 is spliced by the curved plate that eight block structures are all identical with size, and, it is attached each through two pieces of levelling steel plate 5-73 between adjacent two described curved plates. The thickness of slab of described ring stainless steel plate 5-72 is 3mm.
As it is shown on figure 3, in the present embodiment, in step one, the structure of multiple described spike 5-5 is all identical with size; Described spike 5-5 is by the first vertical steel pipe and the xoncrete structure built in described first vertical steel pipe, and the external diameter of described first vertical steel pipe is �� 60mm���� 80mm and its wall thickness is 12mm��16mm. The concrete that described xoncrete structure adopts is C50 slightly expanded concrete.
During practice of construction, the described xoncrete structure of each described spike 5-5 is all built with top rotary table 5-1 and is integrated. Thus, multiple described spike 5-5 tops are all embedded in bottom top rotary table 5-1. Practice of construction is easy, and fixed.
In the present embodiment, the quantity of described spike 5-5 is 8. Further, 8 described spike 5-5 are in uniformly laying.
Time actually used, as in figure 2 it is shown, the gap bottom each described spike 5-5 and between annular slide track 5-7 is 6mm��8mm. When spike 5-5 is installed, adopt multiple described correcting wedge to carry out support top and guarantee the gap bottom spike 5-5 and between annular slide track 5-7, it is prevented that spike 5-5 falls on annular slide track 5-7; Before plane swivel construction, described correcting wedge is taken down, reaffirm the gap bottom spike 5-5 and between annular slide track 5-7, after without exception, between spike 5-5 and annular slide track 5-7, lay the thick slide plate of 5mm. During plane swivel construction, during as occurred that beam-ends absolute altitude changes, spike 5-5 will fall on described slide plate, and rely on annular slide track 5-7 support to carry out smooth rotation, it is thus possible to ensure guarantee beam body smooth rotation.
Further, described slide plate is politef slide plate.
In the present embodiment, described correcting wedge is steel cushion block.
In the present embodiment, as in figure 2 it is shown, be provided with bottom each described spike 5-5 in level lay walk andante.
Further, the thickness of slab walking andante described in is 3cm.
As shown in Figure 6, rotor system described in step one also includes the temporary support structure that is supported between top rotary table 5-1 and annular slide track 5-7.
Described temporary support structure includes that the group number of sandbox 5-6, described sandbox 5-6 along the circumferential direction uniformly laid is identical with the quantity of spike 5-5 and itself and spike 5-5 are laid staggeredly; Described sandbox 5-6 is in vertically to laying. In the present embodiment, described falsework be bowl button support and its adopt described temporary support structure to be supported.
In the present embodiment, when step 105 carries out spike installation, also need on the annular slide track 5-7 of installation in a step 102, the described sandbox 5-6 of many groups is installed respectively.
In the present embodiment, described sandbox 5-6 is the second vertical steel pipe that sand is filled in inside. Further, the external diameter of described second vertical steel pipe is �� 45mm���� 50mm.
During practice of construction, in described temporary support structure, the structure of all sandbox 5-6 is all identical with size.
In the present embodiment, often organize described sandbox 5-6 and all include two sandbox 5-6 being laid between adjacent two described spike 5-5.
Further, it is provided with division board between each described sandbox 5-6 top and top rotary table 5-1. So, before facilitating plane swivel construction, sandbox 5-6 is removed.
During practice of construction, organize described sandbox 5-6 be placed in annular slide track 5-7 on and its before plane swivel construction as the main weight bearing area of T structure, bear the weight of superstructure. Adopting dry normal sand to fill in described sandbox 5-6, the sandbox 5-6 installed adopts 400t jack to carry out compacting, and in observation sandbox 5-6, the settling amount of institute's sand loading, lifts when incompressible.
As shown in Figure 8, described in trailer system of turning include two traction apparatuss being installed on lower cushion cap 5-41 and two hauling rope 5-81 being connected respectively with two described traction apparatuss, two described traction apparatuss are parallel laying; Two described traction apparatuss are respectively laid in front side traction apparatus and the rear side traction apparatus of both sides before and after annular slide track 5-7, and described rear side traction apparatus and the traction apparatus of described front side lay respectively at the left and right sides of annular slide track 5-7;The traction apparatus of described front side includes the first hydraulic jack 5-10 and props up the first reaction support 5-11 stood on the left of the first hydraulic jack 5-10, described first reaction support 5-11 is fixedly mounted on lower cushion cap 5-41 and it is in vertically to laying, and described first hydraulic jack 5-10 be level laying and itself and the first perpendicular laying of reaction support 5-11; Described rear side traction apparatus includes the second hydraulic jack 5-12 and props up the second reaction support 5-13 stood on the right side of the second hydraulic jack 5-12, described second reaction support 5-13 is fixedly mounted on lower cushion cap 5-41 and it is in vertically to laying, and described second hydraulic jack 5-12 be level laying and itself and the second perpendicular laying of reaction support 5-13; The first hauling rope that hauling rope 5-81 described in twice is respectively connected with the first hydraulic jack 5-10 and the second hauling rope being connected with the second hydraulic jack 5-12, the structure of hauling rope 5-81 described in twice is identical and both is by being divided into front side embedded section, middle part to be wound around section and rear side linkage section after forward direction.
The first anchoring piece 5-14 for described first hauling rope front end anchoring and the second anchoring piece 5-15 for described second hauling rope front end anchoring it is embedded with in described top rotary table 5-1, the front side embedded section of described first hauling rope is embedded in top rotary table 5-1 and its front end is anchored on the first anchoring piece 5-14, and the middle part of described first hauling rope is wound around section and is wrapped on the lateral wall of top rotary table 5-1 and rear side linkage section and the first hydraulic jack 5-10 connection; The front side embedded section of described second hauling rope is embedded in top rotary table 5-1 and its front end is anchored on the second anchoring piece 5-15, and the middle part of described second hauling rope is wound around section and is wrapped on the lateral wall of top rotary table 5-1 and rear side linkage section and the second hydraulic jack 5-12 connection.
In the present embodiment, when top rotary table 5-1 is carried out concrete pouring construction by step 106, the front side embedded section by hauling rope 5-81 described in twice is also needed all to be embedded in top rotary table 5-1.
In the present embodiment, the front side embedded section of hauling rope 5-81 described in twice be L-shaped and its in the middle part of be wound around section be arc, the rear side linkage section of hauling rope 5-81 described in twice is linear.
Further, described in twice, hauling rope 5-81 is steel strand wires.
During actual installation, two described traction apparatuss are centrosymmetric laying centered by pivot pin 5-4, and hauling rope 5-81 described in twice is centrosymmetric laying centered by pivot pin 5-4.
Further, hauling rope 5-81 described in described first hydraulic jack 5-10, the second hydraulic jack 5-12 and twice is all laid in same level.
In the present embodiment, described first hydraulic jack 5-10 and the second hydraulic jack 5-12 is continuous jack.
In the present embodiment, when described in twice, construct with plane swivel in the direction of hauling rope 5-81 winding on top rotary table 5-1, the rotation direction of top rotary table 5-1 is consistent. The degree of depth that anchors into of described hauling rope 5-81 is not less than 4.5 meters, and termination adopts the anchoring of P anchor.
As shown in the above, described turn in trailer system two continuous jack levels respectively, parallel, symmetrical be arranged on described lower support dish, the centrage of each continuous jack must be tangent with the place of the cylindrical steel strands wound of top rotary table 5-1, the centerline height of continuous jack and the centrage level of pre-buried steel twisted wire in top rotary table 5-1, require that two continuous jacks are equal to the distance of top rotary table 5-1 simultaneously. So, plane swivel process can be effectively ensured and proceed smoothly, and process control simplicity of turning, and the accurate closure of constructed large-span continuous beam can be realized.
In the present embodiment, rotor system described in step one also includes rotating limiting device;As shown in Figure 2, described rotating limiting device includes the postive stop baffle 5-8 that two bottoms are embedded in the positive stop in lower cushion cap 5-41 and two top is all embedded in top rotary table 5-1, and two described postive stop baffle 5-8 are all in vertically to laying and the two and pivot pin 5-4 are all laid on same vertical plane; Two described postive stop baffle 5-8 are respectively positioned on above annular slide track 5-7, and two described positive stops are all laid on same vertical plane with pivot pin 5-4.
In the present embodiment, when step 103 carries out top cushion cap concrete pouring construction, also need in the cushion cap 5-52 of top positive stop described in pre-buried two groups.
In the present embodiment, described postive stop baffle 5-8 is steel plate.
In the present embodiment, each described positive stop all includes two and is laid in the pre-buried channel-section steel of both sides inside annular slide track 5-7 respectively, and two described pre-buried channel-section steels are all in being vertically laid on same vertical plane to laying and both. Described pre-buried channel-section steel is 30# channel-section steel, and embedment length is 35cm, and the length that leaks outside is 35cm, and perpendicularity is less than 1%.
Correspondingly, as shown in Fig. 4-1, each described postive stop baffle 5-8 is provided with two groups and respectively two described pre-buried channel-section steels is carried out spacing spacing steel plate 5-9, often organizing described spacing steel plate 5-9 and all include the spacing steel plate 5-9 in inside and outside two notches that can be installed in described pre-buried channel-section steel, described in two groups, spacing steel plate 5-9 is all laid in the same side of postive stop baffle 5-8; Each described spacing steel plate 5-9 all with its laid perpendicular laying of postive stop baffle 5-8.
Time actually used, described rotating limiting device can play accurate, effectively turn position-limiting action and easy construction, input cost is relatively low.
In the present embodiment, easy for process of turning and angle of turning is accurate, the lateral wall of top rotary table 5-1 is labeled with the graduated disc for observing rotational angle.
During practice of construction, the paper (i.e. described graduated disc) with distance scale and angle index is puted up in the side of top rotary table 5-1, at the pre-buried upwards pointer in described lower support dish top, and pointer is embedded in the position after rotator construction terminates, hang plumb bob simultaneously in the side of top rotary table 5-1, be suspended on original position of turning; After pointer overlaps with plumb bob, plane swivel construction terminates.
In the present embodiment, when the second buttress 1 and the 3rd buttress 2 being constructed in step 2, adopting construction technology routinely to adopt large-scale steel form, pump concrete is built.
In the present embodiment, described front side beam body 8 and described rear side beam body 9 are divided into front side cantilever beam section, pier top beam section and rear side cantilever beam section all from front to back; The pier top beam section of described front side beam body 8 is positioned at the surface of the second buttress 1 and it is supported on the second buttress 1, and the pier top beam section of described rear side beam body 9 is positioned at the surface of the 3rd buttress 2 and it is supported on the 3rd buttress 2;
During described front side beam body 8 of constructing on the second buttress 1 in step 3, first adopt Support Method that the pier top beam section of described front side beam body 8 is constructed, then adopt Hanging Basket that front side cantilever beam section and the rear side cantilever beam section of described front side beam body 8 are constructed respectively; During described rear side beam body 9 of constructing on the 3rd buttress 2, first adopt Support Method that the pier top beam section of described rear side beam body 9 is constructed, then adopt Hanging Basket that front side cantilever beam section and the rear side cantilever beam section of described rear side beam body 9 are constructed respectively.
Wherein, Support Method is a kind of construction method being common in cast-in-situ bridge construction at present, specifically takes at regular intervals, gathers and set up and method that passive scaffold carries out bridge construction.Support Method is also referred to as bridge support cast-in-place method, being exactly after bridge substructure has been constructed, set up full framing at continuous beam bridge location place, support is through precompressed, after eliminating inelastic deformation, permanent bearing is installed, anchoring temporarily, installation form, reinforcing bar and pre-stress system are set, according to designing requirement, symmetrical cast-in-place segmentation beam section, after each symmetrical Cast-in-situ Beam body concrete reaches designing requirement, form removal, carry out prestressed stretch-draw mud jacking construction; Construct subsequently into next section cast-in-place, construct across closure segment in finally carrying out and complete system transform, striking.
In the present embodiment, the pier top beam section of described front side beam body 8 and described rear side beam body 9 is carried out construction city, all adopts the Support Method of routine to construct; Before construction, first installing permanent bearing in the pier top of the second buttress 1 and the 3rd buttress 2 respectively, this permanent bearing is TJGZ spherical bearing. Before the pier top beam section of described front side beam body 8 and described rear side beam body 9 is carried out concreting, need first prestressed pipeline. When the pier top beam section of described front side beam body 8 and described rear side beam body 9 is carried out concreting, by first respectively end web, base plate, web and top board being built respectively to rear.
The pier top beam section concreting of described front side beam body 8 and described rear side beam body 9 carries out pumping of prostressed duct and prestressed stretch-draw after completing, and stretch-draw carries out sealing off and covering anchorage after completing.
In the present embodiment, when adopting Hanging Basket that the front side cantilever beam section of described front side beam body 8 and rear side cantilever beam section are constructed and before adopting Hanging Basket that the front side cantilever beam section of described rear side beam body 9 and rear side cantilever beam section are constructed, need first to install on the Hanging Basket adopted safeguard structure;
Described Hanging Basket includes being installed on the main couple at the beam body top of constructed large-span continuous beam, is positioned at the end template bottom the beam body of constructed large-span continuous beam, the side form of two beam body left and right sides laying respectively at constructed large-span continuous beam and the bottom support frame that described end template is supported, and described end template is positioned at below described main couple; Described bottom support frame be level lay and its be positioned at below described end template; The structure of two described side forms identical and the two symmetrically lay, each described side form all includes side template and the side form bracing frame that described side template is supported, and the described side form bracing frame of two described side forms is respectively supported at above the left and right sides of described bottom support frame;
Described safeguard structure includes bottom parcel platform and two sidepiece protective frame being respectively supported at above the parcel platform left and right sides, described bottom, the structure of two described sidepiece protective frame identical and the two symmetrically lay, two described sidepiece protective frame are all in vertically to laying; As shown in Figure 9, Figure 10, described bottom parcel platform is rectangular platform, described bottom parcel platform be that level is laid and it includes base plate 7-1 and be laid in the horizontal support skeleton bottom base plate 7-1, and described horizontal support skeleton is be laid with multiple tracks sidepiece fender rod 7-2 above rectangle and its surrounding; On described horizontal support skeleton, the height of laid sidepiece fender rod 7-2 is all identical, and described sidepiece fender rod 7-2 is in vertically to laying and its height is less than the spacing between bottom the beam body of base plate 7-1 and constructed large-span continuous beam; Described sidepiece protective frame is steel pipe protective frame and it is in vertically to laying, and two described sidepiece protective frame are laid in above the left and right sides of described horizontal support skeleton respectively.
So, can to for ensureing both wired operation securities by described safeguard structure, cradle construction adopts full parcel to protect. In the present embodiment, the longitudinal length of described bottom parcel platform is 7.5m and its transverse width is 13.3m.
In the present embodiment, described Hanging Basket is trigonometric decomposition, and trigonometric decomposition has from heavy and light, simple for structure, the stress advantage such as clearly, and it is aerial that suspension centre is respectively positioned on more than beam face, and the working place provided to workmen is big, is beneficial to construction. Further, described Hanging Basket also needs to adopt sand pocket to load and carries out precompressed, and external mold and bed die adopt bulk punching block, and interior case adopts gang form.
During practice of construction, the top of two described sidepiece protective frame is respectively positioned on the beam body top face of constructed large-span continuous beam, and the spacing between top and the beam body end face of constructed large-span continuous beam of described sidepiece protective frame is 1.5m��2m.
In the present embodiment, the spacing between top and the beam body end face of constructed large-span continuous beam of described sidepiece protective frame is 1.8m. Thus, described sidepiece protective frame is higher than back 1.8m iron wire hanging net and close order protection network. During practice of construction, described bottom parcel platform is in the underface of described Hanging Basket, and it adopts jack lifting and hangs at described cradle bottom.
In the present embodiment, sidepiece fender rod 7-2 routed on the left of described horizontal support skeleton is left side fender rod, and described in multiple tracks, left side fender rod is all laid on same vertical plane; Sidepiece fender rod 7-2 routed on the right side of described horizontal support skeleton is right side fender rod, and described in multiple tracks, right side fender rod is all laid on same vertical plane; Left side fender rod described in multiple tracks and right side fender rod described in multiple tracks are symmetrically laid.
Each described sidepiece protective frame all includes multiple vertical steel pipe 7-6, multiple horizontal steel tube 7-7 being from top to bottom laid on same vertical plane being laid in from front to back on same vertical plane and a bridging 7-8 being positioned at outside multiple described vertical steel pipe 7-6, each described horizontal steel tube 7-7 are all fastenedly connected with multiple described vertical steel pipe 7-6;
Two described sidepiece protective frame are respectively supported in the left side protective frame above the parcel platform left and right sides, described bottom and right side protective frame, in the protective frame of described left side, the quantity of vertical steel pipe 7-6 is identical with the quantity of described left side fender rod, and the multiple described vertical steel pipe 7-6 in the protective frame of described left side is separately fixed in left side fender rod described in multiple tracks; In the protective frame of described right side, the quantity of vertical steel pipe 7-6 is identical with the quantity of described right side fender rod, and the multiple described vertical steel pipe 7-6 in the protective frame of described right side is separately fixed in right side fender rod described in multiple tracks.
During actual installation, multiple described vertical steel pipe 7-6 and multiple described horizontal steel tube 7-7 are fastenedly connected each through vertical steel pipe 7-6 and are integrated.
In the present embodiment, the described side form bracing frame of two described side forms is respectively supported in the left side mould bracing frame above the described bottom support frame left and right sides and right side mould bracing frame, is fastenedly connected each through multiple connectors between described left side protective frame and described left side mould bracing frame and between described right side protective frame and described right side mould bracing frame.
During practice of construction, the bottom of described bottom support frame is provided with the cross-brace beam that front and back twice are parallel laying, and described cross-brace beam is laid along the direction across bridge of constructed large-span continuous beam; Described bottom parcel platform also includes front and back twice and lays respectively at the base cross members 7-5 immediately below cross-brace beam described in twice, and base cross members 7-5 described in twice all carries out laying along the direction across bridge of constructed large-span continuous beam and both is laid in same level;Base cross members 7-5 described in per pass is suspended to each through multiple suspenders laid from left to right on the described cross-brace beam being positioned above;
In the present embodiment, the structure of base cross members 7-5 described in twice is all identical with size, as shown in figure 11, base cross members 7-5 described in per pass all includes horizontal I-steel 7-51, two, left and right is respectively welded the sidepiece parcel channel-section steel 7-52 of the web left and right sides being fixed on horizontal I-steel 7-51, bottom parcel steel plate strip 7-54 bottom the top parcel steel plate strip 7-53 on one top, top flange being weldingly fixed on horizontal I-steel 7-51 and a lower flange being weldingly fixed on horizontal I-steel 7-51, two described sidepieces parcel channel-section steel 7-52 all in vertically to laying and the two symmetrically lay, described top parcel steel plate strip 7-53 and bottom parcel steel plate strip 7-54 all lays in level.
Time actually used, described suspender is suspension rod or suspender belt. In the present embodiment, described suspender is finish rolling deformed bar.
In the present embodiment, described horizontal support skeleton is type steel skeleton, described sidepiece fender rod 7-2 be channel-section steel and its notch inwardly, the bottom welding of described sidepiece fender rod 7-2 is fixed on described horizontal support skeleton.
Meanwhile, described bottom parcel platform also include sidepiece enclosing, described sidepiece enclosing be rectangle and its surrounded by four pieces of lateral baffle plate 7-4 being laid in respectively above base plate 7-1 surrounding; Connect reinforcing bar by one rectangle between all sidepiece fender rod 7-2 laid on described horizontal support skeleton to be fastenedly connected, it is that level is laid that described rectangle connects reinforcing bar, described rectangle connects reinforcing bar and connects to form sidepiece shielded frame with all sidepiece fender rod 7-2 of laying on described horizontal support skeleton, described sidepiece shielded frame is rectangle, and described sidepiece enclosing is positioned at inside described sidepiece shielded frame and it is fixed on sidepiece shielded frame.
In the present embodiment, four pieces of described lateral baffle plate 7-4 are all in vertically to laying and it is highly all identical with the height of described sidepiece shielded frame.
Further, described lateral baffle plate 7-4 is bamboo slab rubber.
In the present embodiment, sidepiece fender rod 7-2 described in multiple tracks is 0.6m��0.8m in the spacing between sidepiece fender rod 7-2 described in uniformly laying and adjacent twice, and the height of described sidepiece fender rod 7-2 is 1.3m��1.8m.
As shown in Figure 10, described horizontal support skeleton includes the longitudinal support beam 7-9 that structural steel frame 7-3 and multiple tracks are parallel laying, described structural steel frame 7-3 is that level is laid and it is for rectangular frame, longitudinal support beam 7-9 described in multiple tracks is each attached on structural steel frame 7-3 and it is all along the vertical bridge of constructed large-span continuous beam to laying, and longitudinal support beam 7-9 described in multiple tracks is laid on the same water surface from left to right along the direction across bridge of constructed large-span continuous beam.
In the present embodiment, described longitudinal support beam 7-9 is the channel-section steel laid in level, is all attached with welding manner and itself and structural steel frame 7-3 are all laid in same level described in multiple tracks between longitudinal support beam 7-9 and structural steel frame 7-3.
Further, described base plate 7-1 is the bamboo slab rubber laid in level.
Described bottom parcel platform also includes horizontal mesh reinforcement, and described horizontal mesh reinforcement is weldingly fixed on described horizontal support skeleton; Described base plate 7-1 is laid in described horizontal reinforcement and on the net and is fixedly connected with improving bud grafting between itself and described horizontal mesh reinforcement.
Thus, described bottom parcel platform adopts channel-section steel, reinforcing bar and bamboo slab rubber to combine, and can effectively alleviate the deadweight of described safeguard structure.Meanwhile, being provided with described sidepiece enclosing, safe and reliable, protection effect is good, and is provided with the sidepiece protective frame exceeding back, and whole safeguard structure connects as one. During practice of construction, described safeguard structure, after ground integral assembling completes, adopts four 10t jacks to carry out overall lifting, adopts finish rolling deformed bar to be connected on described bottom support frame, install protection network in described safeguard structure surrounding after rigging out after in place. Described protection network adopts iron wire hanging net and the combination of close order protection network carries out protecting and it is arranged in described protection enclosing. For preventing described safeguard structure internal water accumulation from becoming strand to flow to contact net, impact both wired operation safeties, described safeguard structure adopts central drainage, completely spreads 1.5mm splash guard on bamboo slab rubber. Simultaneously as the distance of described safeguard structure and contact net only has 2.9 meters, for guaranteeing workmen's safety, described safeguard structure being taked anti-static precautions before closure, bottom and side to described safeguard structure adopt antistatic plate to wrap up.
The method that traditionally protecting canopy frame carries out protecting, it is necessary to protection length 80 meters, span more than 35 meters, in the station of operation, set up frame equipment cannot be introduced into, station track spacing is too small, without frame basis, and sets up with in demolishing process, the security risk at station is very big at frame. And the described safeguard structure that the present invention adopts can meet function of safety protection, and this safeguard structure is the full parcel basket protection structure that steel wood combines, compared with protection canopy, this safeguard structure labor and material saving, it is substantially reduced both wired influence degree, ensures both wired construction safeties simultaneously; Compared with full parcel basket protection structure in the past, weight saving 42%, saving steel 5T, provide the safeguard procedures of an economy, safety for crossing highway, railway etc. both wired construction, be worth in similar construction site and promote.
As shown in the above, the described safeguard structure that the present invention adopts can efficiently solve the security protection problem of spanning existing railway, construction of the highway, work progress can largely reduce security risk, weight only 7 tons simultaneously, it is substantially reduced construction costs and construction cost, popularizing application prospect is wide, is worth in similar construction and promotes.
In the present embodiment, when adopting Hanging Basket that the front side cantilever beam section of described front side beam body 8 and rear side cantilever beam section are constructed and when adopting Hanging Basket that the front side cantilever beam section of described rear side beam body 9 and rear side cantilever beam section are constructed, concrete casting direction should from beam section front end, root with build beam section and be connected; The order built by two lateral central authorities is followed in building of top board.
In the present embodiment, to described front side edge across end bay closure section 4-2 and described back side edge across end bay closure section 4-2 construct time, all adopt Support Method carry out cast-in-place construction; Centering, when closure section 3-2 constructs, adopts Hanging Basket to construct.
Herein, the Support Method adopted is conventional bridge support cast-in-place method.
In the present embodiment, after step 4 midplane rotator construction completes, also need the described front side beam body 8 to horizontally rotating design attitude to carry out closure segment locking construction with described rear side beam body 9, and obtain closure segment latch-up structure.
As shown in figure 12, described closure segment latch-up structure includes two upper stiff skeleton 6-1 and two lower stiff skeleton 6-2 laid respectively at immediately below two described upper stiff skeleton 6-1, two described upper stiff skeleton 6-1 are laid in same level and both is along the vertical bridge of constructed large-span continuous beam to laying, two described upper stiff skeleton 6-1 lay respectively at the left and right sides of constructed large-span continuous beam and the two is symmetrically laid, two described lower stiff skeleton 6-2 are laid in same level and both is along the vertical bridge of constructed large-span continuous beam to laying,
The rear and front end of described upper stiff skeleton 6-1 is respectively supported at described front side beam body 8 with on the top board of described rear side beam body 9, and the rear and front end of described lower stiff skeleton 6-2 is respectively supported on the base plate of described front side beam body 8 and described rear side beam body 9. As shown in figure 13, the left and right sides, top board rear end of described front side beam body 8 is provided with one group for the first fixing for upper stiff skeleton 6-1 pre-embedded steel slab 6-3, and the base plate rear end left and right sides of described front side beam body 8 is provided with one group for the second fixing for lower stiff skeleton 6-2 pre-embedded steel slab 6-4; The left and right sides, top board front end of described rear side beam body 9 is provided with one group for the 3rd fixing for upper stiff skeleton 6-1 pre-embedded steel slab 6-5, and the left and right sides, base plate front end of described rear side beam body 9 is provided with one group for the 4th fixing for lower stiff skeleton 6-2 pre-embedded steel slab 6-6; Described first pre-embedded steel slab 6-3, the second pre-embedded steel slab 6-4, the 3rd pre-embedded steel slab 6-5 and the four pre-embedded steel slab 6-6 all lay in level.
In the present embodiment, described closure segment latch-up structure also includes the interim stretch-draw steel bundle that multiple tracks is laid in same level, described in multiple tracks, the vertical bridge of the constructed large-span continuous beam in interim stretch-draw steel Shu Jun edge is to laying, and described in multiple tracks, the direction across bridge of the constructed large-span continuous beam in interim stretch-draw steel bundle edge is laid from left to right;
Described in multiple tracks, interim stretch-draw steel bundle is respectively positioned between described front side beam body 8 and described rear side beam body 9;
The front end of the rear end of described front side beam body 8 and described rear side beam body 9 is provided with multiple tension ground tackle to stretch-draw steel Shu Jinhang stretch-draw interim described in multiple tracks respectively.
During practice of construction, described in multiple tracks, interim stretch-draw steel bundle is respectively positioned between the middle part of described front side beam body 8 and described rear side beam body 9.
In the present embodiment, described upper stiff skeleton 6-1 is identical with the structure of lower stiff skeleton 6-2 and both at type steel skeleton, described type steel skeleton is spliced by type multi-path steel rod elements, and shaped steel rod member described in multiple tracks is laid in same level from left to right along the direction across bridge of constructed large-span continuous beam.
Further, described shaped steel rod member is I-steel.
During practice of construction, all it is fixedly connected with welding manner between described upper stiff skeleton 6-1 and the first pre-embedded steel slab 6-3 and the first pre-embedded steel slab 6-3 and between lower stiff skeleton 6-2 and the second pre-embedded steel slab 6-4 and the 4th pre-embedded steel slab 6-6.
In the present embodiment, often organize described first pre-embedded steel slab 6-3 and all include the first pre-embedded steel slab 6-3 that polylith is laid from left to right along direction across bridge, often organize described second pre-embedded steel slab 6-4 and all include the second pre-embedded steel slab 6-4 that polylith is laid from left to right along direction across bridge, often organize described 3rd pre-embedded steel slab 6-5 and all include the 3rd pre-embedded steel slab 6-5 that polylith is laid from left to right along direction across bridge, often organize described 4th pre-embedded steel slab 6-6 and all include the 4th pre-embedded steel slab 6-6 that polylith is laid from left to right along direction across bridge.
Further, being fixed on the top board of described front side beam body 8 each through multiple tracks first pre-buried channel-section steel 6-7 bottom every piece of described first pre-embedded steel slab 6-3, the first pre-buried channel-section steel 6-7 described in multiple tracks is all in vertically to laying and it is all embedded in the top board of described front side beam body 8; Being fixed on the base plate of described front side beam body 8 each through multiple tracks second pre-buried channel-section steel 6-8 bottom every piece of described second pre-embedded steel slab 6-4, the second pre-buried channel-section steel 6-8 described in multiple tracks is all in vertically to laying and it is all embedded in the base plate of described front side beam body 8;
Being fixed on the top board of described rear side beam body 9 each through the pre-buried channel-section steel 6-9 of multiple tracks the 3rd bottom every piece of described 3rd pre-embedded steel slab 6-5, the 3rd pre-buried channel-section steel 6-9 described in multiple tracks is all in vertically to laying and it is all embedded in the top board of described rear side beam body 9;Being fixed on the base plate of described rear side beam body 9 each through the pre-buried channel-section steel 6-10 of multiple tracks the 4th bottom every piece of described 4th pre-embedded steel slab 6-6, the 4th pre-buried channel-section steel 6-10 described in multiple tracks is all in vertically to laying and it is all embedded in the base plate of described rear side beam body 9.
In the present embodiment, in described front side beam body 8 arrange all first pre-embedded steel slab 6-3 and described rear side beam body 9 on arrange all 3rd pre-embedded steel slab 6-5 be respectively positioned in same level, and in described front side beam body 8 arrange all second pre-embedded steel slab 6-4 and described rear side beam body 9 on arrange all 4th pre-embedded steel slab 6-6 be respectively positioned in same level.
By foregoing, described closure segment latch-up structure adopt " stiff skeleton+stretch-draw temporary steel bundle " scheme, closure section locking time, first welding stiff skeleton locking, then be quickly completed temporary steel bundle stretch-draw. During practice of construction, described upper stiff skeleton 6-1 and lower stiff skeleton 6-2 is used for connecting front side beam body 8 and rear side beam body 9, ensure closure section headroom, prevent in building the concrete process of closure section and closure section concrete not up to the maintenance processes of design strength in the changing of the relative positions of beam body two sides, be used for resisting the closure section vertical shear stress that the compressive stress that produces and beam body are likely to the changing of the relative positions and cause because temperature raises simultaneously. In the present embodiment, described first pre-embedded steel slab 6-3, the second pre-embedded steel slab 6-4, the 3rd pre-embedded steel slab 6-5 and the four pre-embedded steel slab 6-6 are the steel plate that 65cm length, 35cm width and 2cm are thick. It is welded with channel-section steel below each pre-embedded steel slab and increases withdrawal resistance, and this channel-section steel is integral with the beam body reinforcement welding in front side beam body 8 or rear side beam body 9. Stretch-draw temporary steel bundle can be used for resisting the tension that closure section two ends beam body (i.e. front side beam body 8 and rear side beam body 9) produces in closure section concrete because temperature reduces contraction. During practice of construction, stiff skeleton welding locking should carry out the stretch-draw of temporary steel bundle after completing immediately, and the stretch-draw of four bundle temporary steel bundles should complete in 1.5 hours.
In the present embodiment, after having constructed in step 3, described front side beam body 8 is all parallel laying with described building up station with described rear side beam body 9.
In the present embodiment, step 4 carries out before plane swivel construction, for reducing because unbalanced moments causes beam body tipping risk, the frictional resistance reduced between spike 5-5 and annular slide track 5-7; Simultaneously for prevent limit, in configure the impact of the slightly other factors such as deviation and wind load across baseboard prestress, cause that T structure is uneven, also need front side beam body 8 and rear side beam body 9 are carried out counterweight respectively, be specifically respectively provided with counterweight in the pier top beam section of front side beam body 8 with rear side beam body 9. Herein, counterweight adopts 10t sand pocket.
In the present embodiment, step 4 carries out before plane swivel construction, first carries out preliminary operation, be the important step of work of turning, main purpose checked operation personnel whether clear and definite oneself job duty and concerted reaction ability; Service behaviour after test continuous jack loading, and check oil pump control parameter and inertia braking distance. Strictly controlling beam-ends travel speed during preliminary operation, angular velocity is not more than 0.02rad/min and pontic cantilever end linear velocity is not more than 1.5m/min.
When carrying out plane swivel construction in step 4, uniform rotation, slowly uniform rotation after the starting of T structure, end of main beam horizontal linear velocity controls within 0.9188m/min, and in rotation process, survey crew observes axis off normal repeatedly, and beam-ends position elevation changes. Treat T structure flat turn substantially put in place (being about 1m place from design attitude arc length) slow down, reduce flat turn speed, from design arc length positions 0.5m place, take crawl operate, and coordinate with survey crew confirm crawl operate time beam end displacement.The accurate positioning turned adopts upper and lower triple controls, and one is the rotational angle of top box beam when described lower support dish controls to turn by graduated disc; Two is that top controls namely to be erected at by total powerstation on end bay Cast-in-Situ Segment in the process of turning, and accurately measures beam-ends centerline of turning, and inverse box beam is turned angle; Three is that the range finding rope inverse carrying according to continuous jack and being wrapped in top rotary table 5-1 is turned angle.
After beam body rotate in place, owing to beam body both sides weight is definitely inequal, cause that beam body termination absolute altitude and position and design do not correspond, after rotateing in place, jack is adopted to carry out pose adjustment according to the measurement data absolute altitude to beam body termination and elevation, it is ensured that closure segment precision is in allowable error scope.
In the present embodiment, after step 4 midplane rotator construction completes, also need that T structure is carried out constraint fixing, mainly take following measures that structure carries out constraint fixing:
1. adopt correcting wedge that spike 5-5 is carried out pad to fix, and with electric welding by spike 5-5 and described positive stop solder joint, be welded and fixed together with annular slide track 5-7, it is ensured that T structure will not offset comprehensively.
2., after rotating positioning, utilize type steel support post that the termination of T structure and end bay closure section termination are carried out temporary consolidation.
3. the space of spike 5-5 bottom is adopted high-strength grout, clog closely knit.
4. carry out closing disk concrete pouring construction in time, complete turntable structure sealing with the shortest time.
In the present embodiment, after midspan closing has been constructed, complete Program for structural Transformation; Actual when carrying out Program for structural Transformation, for ensureing stablizing of construction stage, end bay first closes up, and release fine strain of millet pier anchoring, structure is become single-cantilever state by double-cantilever state, and last span centre closes up, and becomes continuous beam stress.
The above; it it is only presently preferred embodiments of the present invention; not the present invention is imposed any restrictions, every any simple modification, change and equivalent structure change above example made according to the technology of the present invention essence, all still fall within the protection domain of technical solution of the present invention.

Claims (10)

1. a Large-Span Continuous girder span building up station rotation swivel construction method, it is characterised in that: constructed large-span continuous beam is cross over the In Reinforced Concrete Box Girder of building up station; The rear and front end of constructed large-span continuous beam be respectively supported on the first buttress and the 4th buttress and wherein across rear and front end be respectively supported on the second buttress (1) and the 3rd buttress (2), described first buttress, the second buttress (1), the 3rd buttress (2) and described 4th buttress are along the vertical bridge of constructed large-span continuous beam to carrying out from front to back laying and it is armored concrete buttress, and described second buttress (1) and the 3rd buttress (2) lay respectively at the left and right sides of described building up station; In constructed large-span continuous beam in being divided into from front to back across front side beam section (3-1), midspan closing section (3-2) and in across rear side beam section (3-3), two end bays of constructed large-span continuous beam are divided into beam section (4-3) on rear side of beam section on front side of end bay (4-1), end bay closure section (4-2) and end bay all from front to back; Two described end bays of constructed large-span continuous beam be respectively arranged in the described front side edge across both sides, front and back across with back side edge across, in described across front side beam section (3-1) and described front side edge across end bay on rear side of beam section (4-3) composition front side beam body (8), described front side beam body (8) be supported in the second buttress (1) upper and its with the second buttress (1) composition on front side of T structure cantilever beam;In described across rear side beam section (3-3) and described back side edge across end bay on front side of beam section (4-1) composition rear side beam body (9) (9), described rear side beam body (9) be supported in the 3rd buttress (2) upper and its with the 3rd buttress (2) composition on rear side of T structure cantilever beam; Constructed large-span continuous beam being turned and during closing construction, process is as follows:
Step one, rotor system are constructed: a rotor system of constructing respectively in the bottom of the second buttress (1) and the 3rd buttress (2);
Described rotor system includes lower support dish, is positioned at the top rotary table (5-1) directly over described lower support dish, the bridge rotating ball pivot being installed between described lower support dish and top rotary table (5-1) and drive the trailer system of turning that top rotary table (5-1) rotates at horizontal plane, described lower support dish and top rotary table (5-1) are reinforced concrete structure and both is that level is laid, described in trailer system of turning be attached with top rotary table (5-1); Described bridge rotating ball pivot includes lower ball pivot (5-2), be installed on lower ball pivot (5-2) directly over upper ball pivot (5-3), the pivot pin (5-4) being connected between lower ball pivot (5-2) with upper ball pivot (5-3) middle part and be supported in the support frame of lower ball pivot (5-2) underface, described lower ball pivot (5-2) and upper ball pivot (5-3) are all laid in level, and pivot pin (5-4) is in vertically to laying; Described lower support dish is lower cushion cap (5-41), and described support frame is embedded in lower cushion cap (5-41), and lower ball pivot (5-2) is fixedly mounted on described support frame; Described lower ball pivot (5-2) is installed on above the middle part of lower cushion cap (5-41), and upper ball pivot (5-3) top is fastenedly connected with top rotary table (5-1) bottom;
Described top rotary table (5-1) is circular, the bottom of described top rotary table (5-1) is provided with multiple spike (5-5), multiple described spikes (5-5) are along the circumferential direction uniformly laid, and multiple described spikes (5-5) are concrete filled steel tube and its top and are fastenedly connected with top rotary table (5-1); Multiple described spikes (5-5) are all in vertically to laying;
Being provided for the annular slide track (5-7) of multiple described spike (5-5) sliding on described lower cushion cap (5-41), described annular slide track (5-7) is laid in level and it is positioned at the underface of top rotary table (5-1); Multiple described spikes (5-5) are respectively positioned on annular slide track (5-7) top; Described annular slide track (5-7) is positioned at lower ball pivot (5-2) outside; Being embedded with the annular steel skeleton that annular slide track (5-7) is supported in described lower cushion cap (5-41), described annular slide track (5-7) is fixed on described annular steel skeleton;
Step 2, the second buttress and the construction of the 3rd buttress: respectively the second buttress (1) and the 3rd buttress (2) are constructed on two the described rotor systems constructed in step one, described second buttress (1) and the 3rd buttress (2) are all supported on the top rotary table (5-1) of described rotor system, and described second buttress (1) and the 3rd buttress (2) are all built with its supported top rotary table (5-1) and be integrated; Described second buttress (1) and the 3rd buttress (2) are all in vertically to laying and the two lays respectively at the surface of two described rotor systems;
Step 3, front side beam body (8) and rear side beam body (9) construction: the second buttress (1) constructed in step 2 upper construction described front side beam body (8), it is thus achieved that the described front side T structure cantilever beam constructed; Meanwhile, the upper described rear side beam body (9) of constructing of the 3rd buttress (2) constructed in step 2, it is thus achieved that the described rear side T structure cantilever beam constructed;
In this step, after having constructed, described front side beam body (8) and described rear side beam body (9) in parallel laying and the two lay respectively at the left and right sides of described building up station;
Step 4, plane swivel are constructed: utilize two the described rotor systems constructed in step one, and by the trailer system of turning of two described rotor systems, respectively described front side T structure cantilever beam and described rear side T structure cantilever beam are carried out plane swivel construction, until described front side beam body (8) and described rear side beam body (9) are all horizontally rotated design attitude;
Wherein, when described front side T structure cantilever beam is carried out plane swivel construction, described in trailer system of turning drive described front side T structure cantilever beam to horizontally rotate around the central axis of the second buttress (1); Described rear side T structure cantilever beam is carried out plane swivel construction time, described in turn trailer system drive described rear side T structure cantilever beam horizontally rotate around the central axis of the 3rd buttress (2).
2. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 1, it is characterized in that: after having constructed in step 3, described front side beam body (8) is all parallel laying with described building up station with described rear side beam body (9).
3. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 1 or 2, it is characterized in that: after step 4 midplane rotator construction completes, also need described front side beam body (8) to horizontally rotating design attitude to carry out closure segment locking construction with described rear side beam body (9), and obtain closure segment latch-up structure;
Described closure segment latch-up structure includes two upper stiff skeletons (6-1) and two lower stiff skeletons (6-2) laid respectively at immediately below two described upper stiff skeletons (6-1), two described upper stiff skeletons (6-1) are laid in same level and both is along the vertical bridge of constructed large-span continuous beam to laying, two described upper stiff skeletons (6-1) lay respectively at the left and right sides of constructed large-span continuous beam and the two is symmetrically laid, two described lower stiff skeletons (6-2) are laid in same level and both is along the vertical bridge of constructed large-span continuous beam to laying,
The rear and front end of described upper stiff skeleton (6-1) is respectively supported at described front side beam body (8) with on the top board of described rear side beam body (9), and the rear and front end of described lower stiff skeleton (6-2) is respectively supported on the base plate of described front side beam body (8) and described rear side beam body (9); The left and right sides, top board rear end of described front side beam body (8) is provided with one group of first pre-embedded steel slab (6-3) supplying upper stiff skeleton (6-1) fixing, and the base plate rear end left and right sides of described front side beam body (8) is provided with one group of second pre-embedded steel slab (6-4) supplying lower stiff skeleton (6-2) fixing; The left and right sides, top board front end of described rear side beam body (9) is provided with one group of the 3rd pre-embedded steel slab (6-5) supplying upper stiff skeleton (6-1) fixing, and the left and right sides, base plate front end of described rear side beam body (9) is provided with one group of the 4th pre-embedded steel slab (6-6) supplying lower stiff skeleton (6-2) fixing; Described first pre-embedded steel slab (6-3), the second pre-embedded steel slab (6-4), the 3rd pre-embedded steel slab (6-5) and the 4th pre-embedded steel slab (6-6) are all laid in level;
Described closure segment latch-up structure also includes the interim stretch-draw steel bundle that multiple tracks is laid in same level, described in multiple tracks, the vertical bridge of the constructed large-span continuous beam in interim stretch-draw steel Shu Jun edge is to laying, and described in multiple tracks, the direction across bridge of the constructed large-span continuous beam in interim stretch-draw steel bundle edge is laid from left to right;
Described in multiple tracks, interim stretch-draw steel bundle is respectively positioned between described front side beam body (8) and described rear side beam body (9);
The front end of the rear end of described front side beam body (8) and described rear side beam body (9) is provided with multiple tension ground tackle to stretch-draw steel Shu Jinhang stretch-draw interim described in multiple tracks respectively.
4. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 1 or 2, it is characterised in that: described front side beam body (8) and described rear side beam body (9) are divided into front side cantilever beam section, pier top beam section and rear side cantilever beam section all from front to back; The pier top beam section of described front side beam body (8) is positioned at the surface of the second buttress (1) and it is supported on the second buttress (1), and the pier top beam section of described rear side beam body (9) is positioned at the surface of the 3rd buttress (2) and it is supported on the 3rd buttress (2);
In step 3 when the second buttress (1) upper construction beam body (8), described front side, first adopt Support Method that the pier top beam section of described front side beam body (8) is constructed, then adopt Hanging Basket that front side cantilever beam section and the rear side cantilever beam section of described front side beam body (8) are constructed respectively; When the 3rd buttress (2) described rear side beam body (9) of upper construction, first adopt Support Method that the pier top beam section of described rear side beam body (9) is constructed, then adopt Hanging Basket that front side cantilever beam section and the rear side cantilever beam section of described rear side beam body (9) are constructed respectively.
5. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 4, it is characterized in that: when adopting Hanging Basket that the front side cantilever beam section of described front side beam body (8) and rear side cantilever beam section are constructed and before adopting Hanging Basket that the front side cantilever beam section of described rear side beam body (9) and rear side cantilever beam section are constructed, need first to install on the Hanging Basket adopted safeguard structure;
Described Hanging Basket includes being installed on the main couple at the beam body top of constructed large-span continuous beam, is positioned at the end template bottom the beam body of constructed large-span continuous beam, the side form of two beam body left and right sides laying respectively at constructed large-span continuous beam and the bottom support frame that described end template is supported, and described end template is positioned at below described main couple; Described bottom support frame be level lay and its be positioned at below described end template; The structure of two described side forms identical and the two symmetrically lay, each described side form all includes side template and the side form bracing frame that described side template is supported, and the described side form bracing frame of two described side forms is respectively supported at above the left and right sides of described bottom support frame;
Described safeguard structure includes bottom parcel platform and two sidepiece protective frame being respectively supported at above the parcel platform left and right sides, described bottom, the structure of two described sidepiece protective frame identical and the two symmetrically lay, two described sidepiece protective frame are all in vertically to laying; Described bottom parcel platform is rectangular platform, described bottom parcel platform be that level is laid and it includes base plate (7-1) and is laid in the horizontal support skeleton bottom base plate (7-1), and described horizontal support skeleton is be laid with multiple tracks sidepiece fender rod (7-2) above rectangle and its surrounding; On described horizontal support skeleton, the height of laid sidepiece fender rod (7-2) is all identical, and described sidepiece fender rod (7-2) is in vertically to laying and its height is less than the spacing between bottom the beam body of base plate (7-1) and constructed large-span continuous beam; Described sidepiece protective frame is steel pipe protective frame and it is in vertically to laying, and two described sidepiece protective frame are laid in above the left and right sides of described horizontal support skeleton respectively.
6. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 5, it is characterised in that: the top of two described sidepiece protective frame is respectively positioned on the beam body top face of constructed large-span continuous beam;
Sidepiece fender rod (7-2) routed on the left of described horizontal support skeleton is left side fender rod, and described in multiple tracks, left side fender rod is all laid on same vertical plane; Sidepiece fender rod (7-2) routed on the right side of described horizontal support skeleton is right side fender rod, and described in multiple tracks, right side fender rod is all laid on same vertical plane; Left side fender rod described in multiple tracks and right side fender rod described in multiple tracks
Each described sidepiece protective frame all includes multiple vertical steel pipe (7-6), multiple horizontal steel tube (7-7) being from top to bottom laid on same vertical plane and bridging (7-8) being positioned at multiple described vertical steel pipe (7-6) outside being laid in from front to back on same vertical plane, and each described horizontal steel tube (7-7) is all fastenedly connected with multiple described vertical steel pipes (7-6);
Two described sidepiece protective frame are respectively supported in the left side protective frame above the parcel platform left and right sides, described bottom and right side protective frame, in the protective frame of described left side, the quantity of vertical steel pipe (7-6) is identical with the quantity of described left side fender rod, and the multiple described vertical steel pipe (7-6) in the protective frame of described left side is separately fixed in left side fender rod described in multiple tracks; In the protective frame of described right side, the quantity of vertical steel pipe (7-6) is identical with the quantity of described right side fender rod, and the multiple described vertical steel pipe (7-6) in the protective frame of described right side is separately fixed in right side fender rod described in multiple tracks;
The described side form bracing frame of two described side forms is respectively supported in the left side mould bracing frame above the described bottom support frame left and right sides and right side mould bracing frame, is fastenedly connected each through multiple connectors between described left side protective frame and described left side mould bracing frame and between described right side protective frame and described right side mould bracing frame;
The bottom of described bottom support frame is provided with the cross-brace beam that front and back twice are parallel laying, and described cross-brace beam is laid along the direction across bridge of constructed large-span continuous beam; Described bottom parcel platform also includes front and back twice and lays respectively at the base cross members (7-5) immediately below cross-brace beam described in twice, and base cross members described in twice (7-5) all carries out laying along the direction across bridge of constructed large-span continuous beam and both is laid in same level; Base cross members described in per pass (7-5) is suspended to each through multiple suspenders laid from left to right on the described cross-brace beam being positioned above;
The structure of base cross members described in twice (7-5) is all identical with size, base cross members described in per pass (7-5) all includes horizontal I-steel (7-51), two, left and right is respectively welded sidepiece parcel channel-section steel (7-52) of the web left and right sides being fixed on horizontal I-steel (7-51), bottom parcel steel plate strip (7-54) bottom top parcel steel plate strip (7-53) on one top, top flange being weldingly fixed on horizontal I-steel (7-51) and a lower flange being weldingly fixed on horizontal I-steel (7-51), two described sidepieces parcel channel-section steel (7-52) all in vertically to laying and the two symmetrically lay, described top parcel steel plate strip (7-53) and bottom parcel steel plate strip (7-54) are all laid in level,
Described bottom parcel platform also include sidepiece enclosing, described sidepiece enclosing be rectangle and its surrounded by four pieces of lateral baffle plates (7-4) being laid in respectively above base plate (7-1) surrounding; Connect reinforcing bar by one rectangle between all sidepiece fender rods (7-2) laid on described horizontal support skeleton to be fastenedly connected, it is that level is laid that described rectangle connects reinforcing bar, described rectangle connects reinforcing bar and connects to form sidepiece shielded frame with all sidepiece fender rods (7-2) of laying on described horizontal support skeleton, described sidepiece shielded frame is rectangle, and described sidepiece enclosing is positioned at inside described sidepiece shielded frame and it is fixed on sidepiece shielded frame.
7. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 1 or 2, it is characterized in that: lower cushion cap (5-41) described in step one is divided into bottom cushion cap (5-51) and is positioned at the top cushion cap (5-52) of top, bottom cushion cap (5-51), described support frame and described annular steel skeleton are all embedded in top cushion cap (5-52); In step one when the bottom of the second buttress (1) and the 3rd buttress (2) construction rotor system, the work progress of described rotor system is as follows:
Step 101, lower cushion cap forming panel prop up vertical and bottom cushion cap concrete pouring construction: the forming panel of the lower cushion cap (5-41) that is used for constructing is carried out Zhi Li, and the steel reinforcement cage arranged in lower cushion cap (5-41) is carried out colligation; Again bottom cushion cap (5-51) is carried out concrete pouring construction, it is thus achieved that the bottom cushion cap (5-51) of construction molding;
Step 102, lower ball pivot and annular slide track are installed: first described bottom cushion cap (5-51) is upper in a step 101 installs described support frame and described annular steel skeleton, ball pivot (5-2) under fixedly mounting on described support frame again, and fixed installation annular slide track (5-7) on described annular steel skeleton;
Step 103, top cushion cap concrete pouring construction: top cushion cap (5-52) is carried out concrete pouring construction, it is thus achieved that the lower cushion cap (5-41) of construction molding;
Step 104, upper ball pivot lift: by pivot pin (5-4) installation mounted lower ball pivot (5-2) in a step 102, again by upper ball pivot (5-3) lifting to lower ball pivot (5-2) surface, and by pivot pin (5-4), upper ball pivot (5-3) and lower ball pivot (5-2) are attached;
Step 105, spike are installed: on the annular slide track (5-7) of installation in a step 102, install multiple described spike (5-5);
Step 106, top rotary table forming panel prop up vertical and concrete pouring construction: set up falsework on the lower cushion cap (5-41) of construction molding in step 103, on described falsework, prop up the forming panel stood for top rotary table of constructing (5-1) again, and the steel reinforcement cage arranged in top rotary table (5-1) is carried out colligation; Afterwards, top rotary table (5-1) is carried out concrete pouring construction, it is thus achieved that the top rotary table (5-1) of construction molding;
In step 105, the top of multiple described spikes (5-5) is all fastenedly connected with top rotary table (5-1) and is integrated;
Step 105 carries out spike when installing, also need between each described spike (5-5) bottom and annular slide track (5-7) the equal multiple correcting wedge of pad, multiple described correcting wedges are along the circumferential direction laid;
Step 4 carries out before plane swivel construction, between each described spike (5-5) bottom and annular slide track (5-7), all pad fills slide plate, and is all taken out by all correcting wedges between each spike (5-5) bottom and annular slide track (5-7).
8. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 1 or 2, it is characterized in that: rotor system described in step one also includes the closing disk structure (5-16) that top rotary table (5-1) and described lower support dish are fastenedly connected, described closing disk structure (5-16) for xoncrete structure and its include being positioned at top rotary table (5-1) outside upper closing disk structure and on described lower closing disk structure between closing disk structure and described lower support dish, the cross section of described upper closing disk structure is that annular and itself and top rotary table (5-1) are built and be integrated, the lateral wall of described lower closing disk structure be the face of cylinder and its with described upper closing disk structure in coaxial laying, described lower closing disk structure and described lower support dish are built and are integrated and its external diameter is more than the external diameter of described upper closing disk structure, and described upper closing disk structure builds with described lower closing disk structure and is integrated,Described upper ball pivot (5-3), lower ball pivot (5-2), annular slide track (5-7) and multiple described spike (5-5) are all built in described lower closing disk structure;
It is provided with steel reinforcement cage in described closing disk structure (5-16); Pass through vertically to be connected reinforcing bar described in multiple tracks between the steel reinforcement cage of described lower cushion cap (5-41) and the steel reinforcement cage in closing disk structure (5-16) to be fastenedly connected;
After step 4 midplane rotator construction completes, also need closing disk structure (5-16) is carried out concrete pouring construction, and by closing disk structure (5-16) top rotary table (5-1) and described lower support dish be fastenedly connected and be integrated.
9. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 1 or 2, it is characterized in that: trailer system of turning described in step one includes two traction apparatuss being installed on lower cushion cap (5-41) and two hauling ropes (5-81) being connected respectively with two described traction apparatuss, and two described traction apparatuss are parallel laying; Two described traction apparatuss are respectively laid in front side traction apparatus and the rear side traction apparatus of both sides before and after annular slide track (5-7), and described rear side traction apparatus and the traction apparatus of described front side lay respectively at the left and right sides of annular slide track (5-7); The traction apparatus of described front side includes the first hydraulic jack (5-10) and props up the first reaction support (5-11) standing on the first hydraulic jack (5-10) left side, described first reaction support (5-11) be fixedly mounted on lower cushion cap (5-41) upper and its in vertically to laying, described first hydraulic jack (5-10) is laid in level and itself and the first reaction support (5-11) perpendicular laying; Described rear side traction apparatus includes the second hydraulic jack (5-12) and props up the second reaction support (5-13) standing on the second hydraulic jack (5-12) right side, described second reaction support (5-13) be fixedly mounted on lower cushion cap (5-41) upper and its in vertically to laying, described second hydraulic jack (5-12) is laid in level and itself and the second reaction support (5-13) perpendicular laying; The first hauling rope that hauling rope described in twice (5-81) is respectively connected with the first hydraulic jack (5-10) and the second hauling rope being connected with the second hydraulic jack (5-12), the structure of hauling rope described in twice (5-81) is identical and both is by being divided into front side embedded section, middle part to be wound around section and rear side linkage section after forward direction;
The first anchoring piece (5-14) for described first hauling rope front end anchoring and the second anchoring piece (5-15) for described second hauling rope front end anchoring it is embedded with in described top rotary table (5-1), the front side embedded section of described first hauling rope is embedded in top rotary table (5-1) and its front end is anchored on the first anchoring piece (5-14), and the middle part of described first hauling rope is wound around section and is wrapped on the lateral wall of top rotary table (5-1) and rear side linkage section and the first hydraulic jack (5-10) connection; The front side embedded section of described second hauling rope is embedded in top rotary table (5-1) and its front end is anchored on the second anchoring piece (5-15), and the middle part of described second hauling rope is wound around section and is wrapped on the lateral wall of top rotary table (5-1) and rear side linkage section and the second hydraulic jack (5-12) connection;
Two described traction apparatuss are centrosymmetric laying centered by pivot pin (5-4), and hauling rope described in twice (5-81) is centrosymmetric laying centered by pivot pin (5-4);
Hauling rope (5-81) described in described first hydraulic jack (5-10), the second hydraulic jack (5-12) and twice is all laid in same level.
10. the Large-Span Continuous girder span building up station rotation swivel construction method described in claim 1 or 2, it is characterised in that: rotor system described in step one also includes rotating limiting device and the temporary support structure being supported between top rotary table (5-1) and annular slide track (5-7);
Described rotating limiting device includes the postive stop baffle (5-8) that two bottoms are embedded in the positive stop in lower cushion cap (5-41) and two top is all embedded in top rotary table (5-1), and two described postive stop baffles (5-8) are all in vertically to laying and the two and pivot pin (5-4) are all laid on same vertical plane; Two described postive stop baffles (5-8) are respectively positioned on annular slide track (5-7) top, and two described positive stops are all laid on same vertical plane with pivot pin (5-4);
Described temporary support structure includes the sandbox (5-6) along the circumferential direction uniformly laid, and the group number of described sandbox (5-6) is identical with the quantity of spike (5-5) and itself and spike (5-5) are be laid staggeredly; Described sandbox (5-6) is in vertically to laying; It is provided with division board between each described sandbox (5-6) top and top rotary table (5-1).
CN201511028904.6A 2015-12-31 2015-12-31 Large-Span Continuous girder span building up station rotation swivel construction method CN105648926B (en)

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CN106192766A (en) * 2016-08-30 2016-12-07 洛阳双瑞特种装备有限公司 A kind of girder steel pier coping portion rotary body device
CN108221690A (en) * 2018-01-10 2018-06-29 云南省铁路总公司 A kind of construction technology and bridge for turning bridge
CN108487079A (en) * 2018-04-12 2018-09-04 中铁第四勘察设计院集团有限公司 A kind of the pier bottom rotation swivel construction method and system of double thin-wall piers
CN108677747A (en) * 2018-06-30 2018-10-19 中铁二十局集团第工程有限公司 Cable-stayed bridge plane rotation swivel construction method
CN108677735A (en) * 2018-06-30 2018-10-19 中铁二十局集团有限公司 A kind of asymmetric Liangping face rotation swivel construction method
CN110306594A (en) * 2019-07-02 2019-10-08 武汉立诚岩土工程有限公司 Support system is gone along with sb. to guard him applied to open cut backfill formula constructing tunnel

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