CN110424246A - A kind of Long span bowstring arch bridge access bridge jack-up system and jack-up construction method - Google Patents
A kind of Long span bowstring arch bridge access bridge jack-up system and jack-up construction method Download PDFInfo
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- CN110424246A CN110424246A CN201910732062.4A CN201910732062A CN110424246A CN 110424246 A CN110424246 A CN 110424246A CN 201910732062 A CN201910732062 A CN 201910732062A CN 110424246 A CN110424246 A CN 110424246A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
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Abstract
The invention discloses a kind of Long span bowstring arch bridge access bridge jack-up system and jack-up construction methods, the system includes the two access bridge girder jacking apparatus in left and right, access bridge girder jacking apparatus includes abutment side hydraulic jacking device and bridge pier side hydraulic jacking device and both for access bridge beam-ends jacking apparatus, and access bridge beam-ends jacking apparatus includes transverse distribution beam, multiple vertical jacking apparatus and multiple auxiliary support structures；The jack-up construction method, comprising steps of one, jacking apparatus is installed；Two, it jacks；Three, access bridge substructure connects height；Four, jacking apparatus is removed.Structure of the invention designs reasonable, easy construction and using effect is good, jacking access bridge girder is treated using the two access bridge girder jacking apparatus symmetrically laid in left and right vertically to be jacked, it is matched and is jacked with auxiliary support structure using vertical jacking apparatus in access bridge girder jacking apparatus, used temporary support structure load bearing effect is good and stability of strutting system is good, it is ensured that it is steady, reliable that access bridge girder jacks process.
Description
Technical field
The invention belongs to bridge jacking technical field of construction, jack system more particularly, to a kind of Long span bowstring arch bridge access bridge
System and jack-up construction method.
Background technique
Bridge jacking construction (also referred to as bridge jacking technology) refers to using the synchronous ramping protocol of integrated hydraulic, that is, benefit
With original bored concrete pile load-bearing, the connection etc. between former bridge deck pavement, accommodation rail, pavement, beam slab is not destroyed, first uses hydraulic top
It rises device and integrally withstands bridge superstructure, the column under each pier, platform cap beam is then truncated, then operate hydraulic jacking device, makes
The bridge is integrally increased to design height, and last spreading column reinforcing bar formwork erection pours the second stage of concrete.Bridge superstructure refers to bridge
It is more than support (more than fixed arch spring line or main beam in frame baseline) overpass bridge bore portion general name.In recent years, as economy is sent out
The needs of exhibition and the raising of bridge jacking technology, more and more bridge jacking technologies are applied in Bridge Rebuilding Project.Bridge
Beam jack lifting technique is to be risen bridge floor to a technology of desired absolute altitude by hydraulic jacking system, and bridge jacking technology is at home
It is applied relatively extensively in Bridge Reconstruction and bearing replacement, and bridge hydraulic synchronization of jacking up also has certain research and engineer application, it is real
Trample proof, bridge jacking translation transformation in fully achieve safe operation, investment reduction, in terms of want
It asks.
But domestic at present still without design, construction and the inspection criterion for bridge jacking translation transformation, this makes bridge
The application of the technologically advanced performance of jacking, translation transformation is somewhat limited, and existing jacking engineering is mostly
Freely supported structure and continuous beam.To the technology of the large-tonnage Integral synchronous jacking of the Long span steel pipe concrete bowstring arch bridge across Canal Waterway
It there is no precedent using the country.
Loads of Long-span Bridges is also referred to as Longspan Bridge or Large Span Bridges, and Longspan Bridge refers to porous across footpath overall length >=100
Rice or the bridge of single hole across footpath >=40 meter.Span of bridge is also referred to as bridge span, refers generally to total across footpath of bridge, and total across footpath refers to more
The summation of each hole clear span in the bridge of hole.Wherein porous across footpath overall length refers to the total length of bridge, the i.e. total length of bridge main beam.
When carrying out jack-up construction to the Long span steel pipe concrete bowstring arch bridge across Canal Waterway, difficulty of construction is very big and existing safety is hidden
Suffer from more.Such as be located at the Ning'er earthquake Liyang Shen Duan Yuwu line canal infall Nanhe River grand bridge, south-north direction, the bridge in
It is open to the traffic within 2003 and its a part as highway, building time is shorter, and behaviour in service is good.But basis at this stage
The requirement of waterway regulation planning, the three-level Navigation in Navigable Clearance dimension that Nanhe River grand bridge status navigable dimensions are unsatisfactory for after regulation are wanted
It asks.Bridge location section highway is on the circular curve of 8500m radius, expressway design speed 120km/h, two-way six-lane.
Northern access bridge longitudinal slope is 1.570% upward slope, and Nan Yinqiao longitudinal slope is 1.570% descending, radius of vertical curve 20000m at bridge, road and bridge
Demarcate the depth of fill about 6.5m, and span distribution is 10 × 25m combined box beam+4 × 25m of+130m concrete-filled steel tube tied arch combination
Box beam+(2 × 20+18+14) Cast-in-Situ Continuous Beam+4 × 25m combined box beam, combined box beam are simple-supported thencontinuous structure.Bridge
Liang overall length 659.44m, lateral double width arrangement, bridge floor overall with=15.75m (single width width)+4.5m (in divide band)+15.75m are (single
Breadth degree)=36m, single width bridge lateral arrangement are as follows: 0.5m (guardrail)+15.25m (car lane)+1m (guardrail)=16.75m,
Thus Bridge Design grade is high, main spanning degree is big and approach span number is more.The wide 60m of the water surface at bridge location, current clear height 5m.Main pier is (i.e.
Pier of main beam) pier shaft be rectangular section, outside pier stud 3.6 × 2.4m of sectional dimension, inside pier stud sectional dimension 3.6 ×
4.6m is all made of cast-in-situ bored pile multi-column pier foundation, and stake diameter is φ 1.8m, and stake bottom enters strong-weathered rock, and cushion cap height is 3m；Access bridge
Using columnar pier, bored pile foundation, bridge pier diameter is φ 1.3m, and stake diameter is φ 1.5m；Abutment is ribbed slab abutment, is bored
Hole pouring pile basis and stake diameter are φ 1.2m.The arch rib of Nanhe River grand bridge uses concrete-filled steel tube with dumbbell sections structure, crossbeam and is
Beam is prestressed reinforced concrete construction.It further include two Single column piers in access bridge bridge pier, Single column pier uses diameter for the only of φ 1.8m
Pier stud, multi-column pier foundation and stake diameter are φ 1.2m.The main bridge of Nanhe River grand bridge is the Steel Pipe Concrete Tied-arch Bridge that length is 130m
(also referred to as steel pipe concrete bowstring arch bridge), access bridge is prestressing combined box beam and cast-in-place box beam structure, thus access bridge is mixed
Solidifying soil box beam.The navigation clear span of Nanhe River grand bridge is 60m, meets three-level navigation channel clear span；But clear height is 5m, is unsatisfactory for three-level navigation channel
It is required that 7m need to be adjusted to.Therefore it needs to raise old bridge, lifting reconstruction is carried out to old bridge, transformation bridge hoisting depth is 2.161m.
Since bridge integral jacking is raised, in order to reduce the abutment depth of fill and coordinate with periphery, two sides access bridge need to accordingly extend, this
Northern access bridge increases the combined box beam that 4 hole across footpaths are 25 meters, and southern access bridge increases the combined box beam that 6 hole across footpaths are 25 meters, due to increasing
Spanning, abutment need to transform bridge pier as.
It is selected by the ratio of prudent safety, technical aspect, when carrying out jack-up construction to Nanhe River grand bridge, to Nanhe River grand bridge
Main bridge and two access bridges jacked respectively.When jacking to access bridge, there are following construction difficult problems: the first, approach span number
More and jacking weight is big, risk point dispersion, and integral top lifting construction process is not easy to control；The second, during jacking, bridge top knot
Structure is in suspended state, and there are great security risks, it is necessary to adopt an effective measure and dissolve the above risk, it is ensured that bridge and construction
The safety of personnel；Third, top lifting height are higher, and top lifting height reaches 2.16m, and temporary cushion block and jacking circulation are more, to support construction
Overall stability more stringent requirements are proposed, it is necessary to ensure that secured, reliable, the not unstability of girth system.
As shown in the above, when carrying out jack-up construction to the Long span steel pipe concrete bowstring arch bridge across Canal Waterway, technique
Complexity, difficulty is big, security risk is high, and top lifting height is 2m or more, and the construction period is short, and task weight there is no successfully pass through at present
Reference is tested, it is less for the technical data of reference.
Summary of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing a kind of Long span system
Bar arch bridge access bridge jack-up system, reasonable in design, easy construction and using effect is good are symmetrically laid using left and right two
Access bridge girder jacking apparatus is treated jacking access bridge girder and is vertically jacked, using vertical jacking dress in access bridge girder jacking apparatus
It sets to match with auxiliary support structure and be jacked, while auxiliary support structure treats jacking access bridge girder progress gentle support
It treats jacking access bridge girder and carries out active jacking, the jack in vertical jacking apparatus and auxiliary support structure is inverted laying,
Jack for moving, saving of work and time are not necessarily to when support pad temporary support below jack after completing jacking every time, and can ensure that thousand
Jin top position is motionless；Not only support strength is big for temporary support structure used by simultaneously, and load bearing effect is good, and stability of strutting system
It is good, it is stable structure, reliable, it is ensured that it is steady, reliable that access bridge girder jacks process.
In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of Long span bowstring arch bridge access bridge jacking
System, it is characterised in that: including the access bridge girder symmetrically laying and treating jacking access bridge girder and vertically jacked of left and right two
Jacking apparatus, the access bridge girder to be jacked are the access bridge girder of Long span bowstring arch bridge；The access bridge girder to be jacked is in water
Plain cloth is set and it includes longitudinal girder that two width of left and right are symmetrically laid, and longitudinal direction girder described in two width is along vertical bridge Xiang Bushe；Each
The access bridge girder jacking apparatus is supported in the underface of longitudinal direction girder described in a width, each access bridge girder jacking apparatus
Include an abutment side hydraulic jacking device and a bridge pier side hydraulic jacking device, abutment side hydraulic jacking device and
The structure of bridge pier side hydraulic jacking device is identical and both for access bridge beam-ends jacking apparatus；
The access bridge girder to be jacked is supported in access bridge substructure, and the access bridge substructure includes that left and right two is right
Claim the access bridge bottom bracing structure laid, longitudinal direction girder described in every width is supported on the access bridge bottom bracing structure；
Each access bridge bottom bracing structure includes on an abutment and a vertical bridge pier；One end of the longitudinal direction girder is branch
It supports in the end to be connected on abutment, the other end of the longitudinal direction girder is the connecting pin being supported on the vertical bridge pier；
The abutment side hydraulic jacking device vertically jacked to longitudinal girder is provided on each abutment,
The bridge pier side hydraulic jacking device vertically jacked to longitudinal girder is provided on each vertical bridge pier；Each
Abutment side hydraulic jacking device is supported in below the end to be connected of longitudinal girder, each bridge pier
Side hydraulic jacking device is supported in below the connecting pin of longitudinal girder；
Each abutment side hydraulic jacking device is supported on the abutment foundation of an abutment, each bridge
Pier side hydraulic jacking device is supported on the pier footing of a vertical bridge pier or is supported in a Horizontal concrete
On the basis of, the Horizontal concrete basis is located at the pier footing side and it pours with the pier footing and is integrated；Institute
It states abutment foundation and the pier footing is the reinforced concrete foundation in horizontal layout；The abutment foundation, the bridge pier
Basic and described Horizontal concrete basis is counter-force basis；
Each access bridge beam-ends jacking apparatus includes the transverse distribution beam for being supported in longitudinal girder bottom together, multiple
The vertical jacking apparatus and multiple auxiliary support structures laid from left to right along direction across bridge laid from left to right along direction across bridge, institute
State that vertical jacking apparatus and auxiliary support structure are arranged vertically and the quantity of the two is all the same, the vertical jacking apparatus
Be supported in the underface of transverse distribution beam with auxiliary support structure, the transverse distribution beam along the transverse bridge and its with propped up
It is laid in parallel the bottom surface for supportting longitudinal girder；Multiple vertical jacking apparatus and multiple institutes in each access bridge beam-ends jacking apparatus
It states auxiliary support structure to be laid on the same cross section of access bridge girder to be jacked, each access bridge beam-ends jacking apparatus
Described in vertical jacking apparatus and auxiliary support structure in being laid staggeredly；
The vertical jacking apparatus includes vertical jack and the vertical support top mechanism that is laid in immediately below vertical jack,
The auxiliary support structure includes Convenient jack and the vertical supporting structure that is laid in immediately below Convenient jack, described vertical
Support top mechanism and the vertical supporting structure are temporary support structure；The vertical jack and Convenient jack are in perpendicular
Directly to the inversion jack of laying, the inversion jack be pedestal upward and rigid top lift part hydraulic jack directed downwardly；Often
A pedestal for being inverted jack is horizontally fixed on the transverse distribution beam bottom portion right above it, each inversion thousand
The equal support top of rigid top lift part on jin top is on the temporary support structure being located at immediately below it；Each temporary support structure
It is superposed on the basis of the counter-force below, each temporary support structure is laid from bottom to up by multiple
Temporary support is spliced, and the structure of multiple temporary supports is all the same and it is the steel pipe support in horizontal layout
Structure；
The steel pipe support structure is cylinder, and the diameter of all steel pipe support structures is homogeneous in the temporary support structure
Together and it is in coaxial laying；Each steel pipe support structure include vertical supporting steel pipe, one be coaxially fixed on it is vertical
The upper connection ring on supporting steel pipe top and a coaxial lower connection ring for being fixed on vertical supporting steel pipe bottom, the upper connection ring
With lower connection ring be horizontal circle doughnut-shaped steel plate and the two is each attached on the lateral wall of vertical supporting steel pipe, the upper connection ring
It is all the same with the structure snd size of lower connection ring；The upper surface of the upper connection ring is equal with the upper surface of vertical supporting steel pipe
Together, the bottom surface flush of the bottom surface of lower connection ring and vertical supporting steel pipe；It is provided in the upper connection ring and lower connection ring more
A along the circumferential direction uniformly distributed bolt mounting holes；
Neighbouring two steel pipe support structures form a steel pipe support combination, institute in the temporary support structure
Stating the steel pipe support structure being located above in steel pipe support combination is upper steel pipe support structure, is located in the steel pipe support combination
The steel pipe support structure of lower section is lower steel pipe support structure, the lower company of upper steel pipe support structure described in the steel pipe support combination
The upper connection ring for connecing ring and the lower steel pipe support structure is connected as one by multiple connection bolt fastenings, by multiple described
The lower connection ring and upper connection ring that connection bolt fastening is connected as one form a reinforcing ring；The connection bolt in vertically to
It lays, each connection bolt is mounted in two bolt mounting holes being connected to up and down in the reinforcing ring.
Above-mentioned a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterized in that: each access bridge girder jacking apparatus
It further include multiple jack deviation correction mechanisms being adjusted to the position for being inverted jack；Each access bridge girder jacking
The quantity of jack deviation correction mechanism described in device and the quantity phase for being inverted jack included in the access bridge girder jacking apparatus
Together, a jack deviation correction mechanism is mounted on each inversion jack in the access bridge girder jacking apparatus；
The jack deviation correction mechanism includes the horizontal correction to the position progress horizontal adjustment for being inverted jack is adjusted
Mechanism, the horizontal deviation correction mechanism include multiple horizontal adjustment members, one for adjust be inverted jack pedestal peace hold
Fixed plate and a upper mounted plate being located above bottom plate, the structure of multiple horizontal adjustment members is all the same and it is along circle
Circumferential direction is laid in adjust and be inverted on the outside of the surrounding of jack；The pedestal for adjusting inversion jack is horizontally fixed on lower fixation
Board bottom portion, the bottom plate be fixed on adjusts be inverted jack pedestal above, the bottom plate be flat plate and
It is laid with the pedestal for being inverted jack is adjusted in parallel；Fixed plate is flat plate；
Each horizontal adjustment member include the shank of bolt being arranged vertically, one be coaxially installed on shank of bolt
On stop nut and a upper sliding component being coaxially mounted at the top of shank of bolt, the shank of bolt be straight shank, the limit
Nut is located at below upper sliding component, is threadably attached between the stop nut and shank of bolt；
Be provided on fixed plate multiple horizontal sliding slots for upper sliding component horizontal sliding and it is multiple for shank of bolt into
The lateral jack of row transverse shifting, the horizontal sliding slot be straight slot and its with upper mounted plate in parallel laying, the upper cunning
It moves part and is laid with upper mounted plate in parallel；The quantity of the horizontal sliding slot is identical as the quantity of upper sliding component, multiple cross
It is in parallel lay and its direction across bridge along institute's construction bridges is laid, the knot of multiple horizontal sliding slots to slippage slot
Structure and size are all the same；The quantity of the transverse direction jack is identical as the quantity of horizontal sliding slot, and multiple lateral jacks are
Elongate holes and its structure snd size is all the same, multiple lateral jacks are with horizontal sliding slot in parallel laying；The cross
Length to jack is identical as the length of horizontal sliding slot, and the width of the transverse direction jack is greater than the width of horizontal sliding slot；Often
A lateral jack is respectively positioned on the underface of a horizontal sliding slot, each lateral jack be located at its just on
The horizontal sliding slot connection of side；
Multiple longitudinal jacks vertically moved for shank of bolt, multiple longitudinal jacks are provided on the bottom plate
Be elongate holes and its structure snd size is all the same, multiple longitudinal jacks be in it is parallel lay and its with lateral jack
Perpendicular laying；The quantity of the longitudinal direction jack is identical as the lateral quantity of jack, and each longitudinal jack is respectively positioned on one
Below the transverse direction jack, each longitudinal jack forms a cross with the lateral jack being disposed below and adjusts
Hole；Longitudinal jack and lateral jack areas of crossings are to install for a shank of bolt in each cross adjusting hole
Bolt mounting holes, each shank of bolt is mounted in the bolt mounting holes；
Upper mounted plate and bottom plate form horizontal adjustment platform, each upper sliding in the jack deviation correction mechanism
Part is laid in the horizontal sliding slot, and each stop nut is supported in bottom plate bottom, each described
Shank of bolt is fixedly secured on the horizontal adjustment platform by upper sliding component and stop nut；The bottom plate passes through more
A horizontal adjustment member is fastenedly connected with upper mounted plate.
Above-mentioned a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterized in that: the jack deviation correction mechanism further includes
The vertical deviation correction mechanism being adjusted on vertical plane to the position for adjusting inversion jack, the vertical deviation correction mechanism include
Branch is padded on the wedge-shaped steel plate between upper mounted plate and bottom plate, and the vertical deviation correction mechanism anchorage clip is loaded on upper mounted plate under
Between fixed plate.
Above-mentioned a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterized in that: being located at bottom in the temporary support structure
The steel pipe support structure in portion is bottom steel pipe support structure, and the lower connection ring of the bottom steel pipe support structure is bottom support
Ring, on the basis of the bottom support ring is fixed on the counter-force by multiple lower anchor bolts, the lower anchor bolt is arranged vertically；Institute
The bolt mounting holes stated in bottom support ring are bottom mounting apertures, and each lower anchor bolt is mounted on the bottom
In mounting hole.
Above-mentioned a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterized in that: the access bridge bottom bracing structure also wraps
Multiple columnar piers being respectively positioned between abutment and the vertical bridge pier are included, multiple columnar piers are along vertical bridge to from front to back
It lays, multiple columnar piers are arranged vertically and its underface for being supported in longitudinal direction girder described in a width；
The structure of multiple columnar piers is all the same, and each columnar pier includes that left and right two is symmetrically laid
Vertical pier stud and a top bent cap being supported in above two vertical pier studs, the vertical pier stud are armored concrete
Column, the top bent cap are concrete bent cap along the transverse bridge, and two vertical pier studs are connected by the fastening of top bent cap
It is connected in one；
The access bridge girder jacking apparatus further includes multiple columnar pier hydraulic jacking devices, the columnar pier hydraulic top
The quantity for rising device is identical as the quantity of columnar pier in the access bridge bottom bracing structure, is all provided on each columnar pier
It is equipped with the columnar pier hydraulic jacking device；
Abutment side hydraulic jacking device in each access bridge girder jacking apparatus, bridge pier side hydraulic jacking device and multiple
The columnar pier hydraulic jacking device is laid on same vertical plane, the knot of multiple columnar pier hydraulic jacking devices
Structure is all the same, and each columnar pier hydraulic jacking device is respectively positioned on the underface of longitudinal direction girder described in a width；
A lower thick pillar beam and a upper thick pillar beam are provided on each columnar pier, the upper thick pillar beam is located at
The surface of lower thick pillar beam；The lower thick pillar beam and upper thick pillar beam are horizontal thick pillar beam, and the horizontal thick pillar beam is to be fixed on
Reinforced beam on two vertical pier studs, the horizontal thick pillar beam be rectangle and its be set in two vertical piers
On column；Each columnar pier hydraulic jacking device be supported in the lower thick pillar beam and be located at the lower thick pillar beam just on
Between the upper thick pillar beam of side, the lower thick pillar beam is the counter-force basis；
Each columnar pier hydraulic jacking device include be supported in it is vertical between lower thick pillar beam and upper thick pillar beam
Hydraulic climbing mechanism, the vertical hydraulic climbing mechanism include vertical jacking apparatus and auxiliary support structure；The columnar pier
Each pedestal for being inverted jack is horizontally fixed on thick pillar beam bottom portion, each inversion thousand in hydraulic jacking device
The equal support top of rigid top lift part on jin top is on the temporary support structure being located at immediately below it；The columnar pier hydraulic lifting
Each temporary support structure is supported on lower thick pillar beam in device.
Above-mentioned a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterized in that: each columnar pier hydraulic lifting
The quantity of vertical hydraulic climbing mechanism described in device is two groups, and vertical hydraulic climbing mechanism symmetric support is in lower armful described in two groups
Above the left and right sides of column beam；Vertical hydraulic climbing mechanism described in every group includes two and is symmetrically laid in the vertical pier
The vertical hydraulic climbing mechanism of column front and rear sides；
Each vertical hydraulic climbing mechanism include two vertical jacking apparatus and one be supported in two it is described perpendicular
To the auxiliary support structure between jacking apparatus, two vertical jacking apparatus pair in each vertical hydraulic climbing mechanism
Claim the left and right sides for being laid in auxiliary support structure and three is laid on the same cross section of access bridge girder to be jacked.
Above-mentioned a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterized in that: being respectively provided on each columnar pier
There is a jacking-up spacing device；
The length of the lower thick pillar beam is identical as the length of upper thick pillar beam, and the width of the lower thick pillar beam is greater than upper thick pillar beam
Width；
Each jacking-up spacing device includes two jacking-up spacing mechanisms being symmetrical with above lower thick pillar beam left and right ends,
Each jacking-up spacing mechanism includes two jacking-up spacing columns for being symmetrical with lower thick pillar beam rear and front end；The jacking-up spacing
Column is vertical upright column, and the vertical upright column is the steel column being spliced by multiple straight rod pieces；In the jacking-up spacing device
The quantity of jacking-up spacing column is four, and four jacking-up spacing columns are separately fixed on four apex angles of lower thick pillar beam；
Between two jacking-up spacing columns that the upper thick pillar beam is installed in the jacking-up spacing mechanism.
Above-mentioned a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterized in that: the access bridge bottom bracing structure also wraps
Multiple Single column piers being respectively positioned between abutment and the vertical bridge pier are included, bridge is indulged to cloth from front to back in multiple Single column piers edges
If multiple Single column piers are arranged vertically and its underface for being supported in longitudinal direction girder described in a width；
The access bridge girder jacking apparatus further includes multiple Single column pier hydraulic jacking devices, the Single column pier hydraulic lifting dress
The quantity set is identical as the quantity of Single column pier in the access bridge bottom bracing structure, is provided with one on each Single column pier
The Single column pier hydraulic jacking device；
All columnar piers are divided into two groups of front and back in each access bridge bottom bracing structure, and columnar pier described in every group is equal
Including it is multiple along vertical bridge to the columnar pier laid from front to back；Multiple only columns in each access bridge bottom bracing structure
Pier be respectively positioned on two groups described between columnar pier, multiple Single column piers and two groups of institutes in each access bridge bottom bracing structure
Columnar pier is stated to be laid on the same vertical plane；
Each Single column pier includes a vertical pier stud, and the vertical pier stud is being located at longitudinal direction girder described in a width just
Lower section；
A pier body thick pillar beam is provided on each Single column pier, the pier body thick pillar beam is to be fixed on vertical pier stud
Reinforced beam that is upper and being in horizontal layout, the pier body thick pillar beam is rectangular and it is set on vertical pier stud；Each institute
It states Single column pier hydraulic jacking device to be supported on the pier body thick pillar beam, the pier body thick pillar beam is the counter-force base
Plinth；
Each Single column pier hydraulic jacking device include multiple groups along indulge bridge to lay be laid in from front to back it is same perpendicular
The structure of the pier body lifting body faced directly, pier body lifting body described in multiple groups is all the same and it is respectively positioned on described in a width and longitudinally leads
The underface of beam；Pier body lifting body described in every group includes two vertical jackings being symmetrically laid at left and right sides of vertical pier stud
Device and two auxiliary support structures being symmetrically laid at left and right sides of vertical pier stud, two in pier body lifting body described in every group
The auxiliary support structure is respectively positioned between two vertical jacking apparatus, in pier body lifting body described in every group described in two
Auxiliary support structure and two vertical jacking apparatus are respectively positioned on the same cross section of access bridge girder to be jacked；
Each horizontal branch of the pedestal for being inverted jack is withstood in the Single column pier hydraulic jacking device draws wait jack
Bridge girder bottom, each equal support top of rigid top lift part for being inverted jack is in the temporary support knot being located at immediately below it
On structure；Each temporary support structure is supported on pier body thick pillar beam in the Single column pier hydraulic jacking device.
Meanwhile a kind of the invention discloses method and steps simple, design rationally and easy construction, using effect it is good it is big across
Diameter bowstring arch bridge access bridge jack-up construction method, which is characterized in that method includes the following steps:
Step 1: jacking apparatus is installed: being installed respectively to two access bridge girder jacking apparatus, and by two institutes
Access bridge girder jacking apparatus is stated symmetrically to be laid in immediately below the two width longitudinal direction girder of left and right of access bridge girder to be jacked；
Step 2: jacking: treating a left side for jacking access bridge girder using two in the step 1 access bridge girder jacking apparatus
Right two width longitudinal direction girders synchronization is vertically jacked, and is jacked in place until two width longitudinal direction girders will be controlled；
Step 3: access bridge substructure connects height: to the access bridge lower support being located at below two width longitudinal direction girders of left and right
Structure carries out connecing height respectively, and makes to jack longitudinal direction girder described in every width in place in step 2 and be supported in the institute connect after height
It states on access bridge bottom bracing structure；
Step 4: jacking apparatus is removed: two in the step 1 access bridge girder jacking apparatus are removed respectively, it is complete
At the jacking process of access bridge girder to be jacked.
The above method, it is characterized in that: the Long span bowstring arch bridge include the main bridge of arch bridge and two be laid in respectively it is described
The arch bridge access bridge of the main bridge front and rear sides of arch bridge, the main bridge of arch bridge and two arch bridge access bridges are laid on same vertical plane；
Each arch bridge access bridge includes that the access bridge girder and one are supported in below the access bridge girder
The access bridge substructure；
The main bridge of arch bridge includes the arch bridge superstructure that two width of left and right are symmetrically laid, and arch bridge superstructure described in two width is equal
Along bridge Xiang Bushe is indulged, the rear and front end of arch bridge superstructure described in every width is supported on the vertical bridge pier；Every width institute
State arch bridge superstructure and include two arch bridge composite structures being symmetrically arranged and it is multiple along vertical bridge to being connected to from front to back
Crossbeam between two arch bridge composite structures, multiple crossbeams be in horizontal layout and its along the transverse bridge, it is more
A crossbeam is respectively positioned in same level；Each arch bridge composite structure be steel pipe concrete tied arch and it include one
The vertical bridge is set up in arch rib girder surface and be arranged vertically, institute to girder and one in the vertical bridge of horizontal layout
Stating arch rib is steel pipe concrete arch rib；The vertical bridge to girder and the crossbeam be reinforced beam, arch bridge described in every width
Two vertical bridges, which pass through multiple crossbeams to girder and are fastenedly connected, in superstructure is integrated and is formed the main bridge master of a width
Beam；
Two width host bridge girders are respectively the main bridge girder in left side and the right side master on the right side of the main bridge girder in the left side
Bridge girder, longitudinal direction girder described in two width is respectively the longitudinal girder in left side in each access bridge girder and to be located at the left side longitudinal
Right side longitudinal direction girder on the right side of girder,
The main bridge girder in left side and left side longitudinal direction girder located at the front and rear sides thereof are laid in same vertical plane
On, the main bridge girder in right side and right side longitudinal direction girder located at the front and rear sides thereof are laid on same vertical plane, institute
It states between the main bridge girder in left side and left side longitudinal direction girder located at the front and rear sides thereof and the main bridge girder in the right side and position
It is attached by transverse expansion joint between the right side longitudinal direction girder of its front and rear sides, the transverse expansion joint is in water
Plain cloth is set；
It, will longitudinal direction girder described in two width and host bridge girder in access bridge girder be jacked before being jacked in step 2
Separate, at the same by longitudinal direction girder described in two width in access bridge girder to be jacked with below abutment and the vertical bridge pier divide equally
From；
The end side to be connected of longitudinal direction girder described in every width is provided with a newly-built master in the access bridge girder to be jacked
Beam, the newly-built girder is beams of concrete or combination beam and it is along vertical bridge Xiang Bushe；Each newly-built girder with a width institute
End the to be connected connection of longitudinal girder is stated, longitudinal girder that each newly-built girder is connect with it is laid in same vertical plane
On, multiple vertical supporting piers are provided with below each newly-built girder, multiple vertical supporting piers are along vertical bridge Xiang Youqian
To rear laying, the vertical supporting pier is reinforced concrete bridge pier；
It is after access bridge substructure connects height in step 3, longitudinal direction girder described in the every width of jacking in place is described new with one
It builds girder and is fastenedly connected and be integrated.
Compared with the prior art, the present invention has the following advantages:
1, simple structure and reasonable design and investment construction cost it is lower.
2, vertical jacking apparatus is inverted with jack employed in auxiliary support structure and is fixed on bridge to be jacked
Superstructure bottom is not necessarily to jack for moving after completing jacking every time below jack when support pad temporary support, saving of labor saves
When, and can ensure that jack position is motionless.Also, also it is avoided that generated construction misses when frequently dismounting to jack
Difference, and difficulty of construction can be effectively reduced, reduce the construction period.
3, used temporary support simple structure and reasonable design and input cost is lower, and temporary support mentions
It is preceding to be processed in processing factory, simple processing and processing quality is easy to guarantee.
4, used temporary support support strength is big, load bearing effect is good, and since multiple temporary supports are
Cylindrical and its outer diameter is all the same, thus scene pad dress is easy, without carrying out contraposition installation, only need to coaxially be fixed as one i.e.
It can.
The temporary support structure 5, being made of in vertical jacking apparatus and auxiliary support structure multiple temporary supports is stable,
Reliably, using effect is good and practical value is high, and multiple temporary supports, which are fastenedly connected, to be integrated, and can effectively ensure temporary support knot
The globality and fixing of structure, can not only effectively improve support strength, the load bearing demand after meeting bridge superstructure jacking, energy
Effectively solve to carry out during jacking jack when underpining because the bridge superstructure weight after jacking it is huge existing for jack
Underpin the load-bearing problems such as risk is high, firm support difficulty is big；The temporary support structure is fixedly secured on the basis of counter-force simultaneously, energy
Effectively ensure to jack effect.
6, vertical jacking apparatus and power transmission jacking simple structure and reasonable design and use employed in auxiliary support structure
Effect is good, and during practical jacking, power transmission jacking corresponding can be rotated to vertical jack, so as to vertical jack and
Angle between horizontal plane is finely adjusted, and is in vertical jack vertically to state always, to can fully ensure that vertical thousand
The stress of jin top in the vertical direction, can effectively correct the faint tilting force that vertical jack generates during jacking, increase
Safety coefficient during bridge integral jacking.
7, used vertical jacking apparatus simple structure and reasonable design and using effect is good, vertical jack is inverted
And it is fixed on bridge superstructure bottom to be jacked, it is not necessarily to when support pad temporary support below jack after completing jacking every time
Jack for moving, saving of work and time, and can ensure that jack position is motionless；The interim branch being integrated is fastenedly connected using multiple simultaneously
Support member forms temporary support structure, and not only support strength is big, and load bearing effect is good, and stability of strutting system is good, stable structure, can
It leans on.Also, temporary support structure is removed simplicity and will temporarily be propped up without being removed one by one to temporary support when reality is removed
Support structure overall pulling down, can the effectively save construction period.
8, used auxiliary support structure using effect is good and use value is high, treats jacking bridge using Convenient jack
Beam superstructure carries out active jacking, when preventing from carrying out load transfer to auxiliary support structure caused by existing supporting gap to
The problem of jacking bridge superstructure unbalance stress occurs, jacking process safety, reliable, and is avoided that bridge top to be jacked
Lateral displacement occurs for structure.Meanwhile temporary support structure removes simplicity, without being carried out one by one to temporary support when reality is removed
It removes, it, can the effectively save construction period by temporary support structure overall pulling down.
9, rationally, easy and using effect is laid in installation for the access bridge beam-ends jacking apparatus design that access bridge girder beam section is laid
It is good, it, can be really by all vertical jacking apparatus and auxiliary support structure along the transverse bridge on the same cross section of access bridge girder
Jacking each position uniform force of longitudinal girder in the process is protected, while being able to satisfy the steady jacking demand of longitudinal girder.Access bridge beam-ends
The counter-force basis of jacking apparatus is abutment foundation or pier footing, and support is firm, reliable, and vertical jacking apparatus and auxiliary branch
Support structure simple installation.
10, a pillar buttress hydraulic jacking device is respectively provided on each pillar buttress, it is ensured that each lower part of access bridge girder
A hydraulic jacking device is laid in support construction, is jacked to carry out steady, safety to access bridge girder.Pillar buttress is hydraulic
The installation position of vertical jacking apparatus and auxiliary support structure is reasonable in vertical hydraulic climbing mechanism in jacking apparatus, and two vertical
Jacking apparatus and an auxiliary support structure form a vertical hydraulic climbing mechanism, and two vertical jacking apparatus are symmetrically laid in
Auxiliary support structure two sides, not only space occupied is small for vertical hydraulic climbing mechanism, is dismounted easily, and two vertical jacking apparatus
Synchronization of jacking up is able to satisfy steady, the reliable support top demand of locating support top position, and is located at auxiliary between two vertical jacking apparatus
It helps support construction to be able to satisfy Auxiliary support demand and can be carried out actively to jack, it is ensured that jack underpins process safety, reliable.And
And be supported in vertical hydraulic climbing mechanism between the lower thick pillar beam and upper thick pillar beam being arranged on vertical pier stud, it can effectively solve
Problem of the top without laying hydraulic jacking device on the bridge pier of bent cap, and it is able to satisfy the jacking demand of bridge superstructure.Together
When, the installation position of the quantity of vertical hydraulic climbing mechanism and each vertical hydraulic climbing mechanism can be carried out easy adjustment, together
When multiple vertical hydraulic climbing mechanism synchronization actions can ensure that jacking process is easy, quickly carries out, and can ensure that jack-up construction matter
Amount saves the construction period.
11, Single column pier hydraulic jacking device is set on Single column pier, rationally, installation laying is easy and using effect is good for design,
One pier body thick pillar beam need to be only set on Single column pier, gentle support is carried out to vertical jacking apparatus and auxiliary support structure.
12, used access bridge jack-up system designs reasonable, easy construction and using effect is good, symmetrical using left and right two
The access bridge girder jacking apparatus of laying is treated jacking access bridge girder and is vertically jacked, using vertical in access bridge girder jacking apparatus
Jacking apparatus is matched with auxiliary support structure and is jacked, and auxiliary support structure treats jacking access bridge girder and carries out gentle support
While treat jacking access bridge girder and carry out active jacking, vertical jacking apparatus is inverted with the jack in auxiliary support structure
It lays, completes to be not necessarily to jack for moving after jacking when support pad temporary support below jack every time, saving of work and time, and can be really
It is motionless to protect jack position；Not only support strength is big for temporary support structure used by simultaneously, and load bearing effect is good, and supports steady
It is qualitative good, it is stable structure, reliable, it is ensured that it is steady, reliable that access bridge girder jacks process.
13, construction method is simple, design is reasonable and work progress is easily controllable, construction effect is good, can be to large span access bridge
Integral jacking is carried out, and jacks process safety, reliable.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Detailed description of the invention
Fig. 1 is Construction State schematic diagram of the present invention after jacking the jacking in place of access bridge girder.
Fig. 2 is the plane layout position illustration of abutment side of the present invention hydraulic jacking device.
Fig. 3 is the schematic view of facade structure of abutment side of the present invention hydraulic jacking device.
Fig. 4 is the plane layout position illustration of bridge pier side of the present invention hydraulic jacking device.
Fig. 5 is the schematic view of facade structure of bridge pier side of the present invention hydraulic jacking device.
Fig. 6 is that the direction across bridge of columnar pier hydraulic jacking device of the present invention jacks status diagram.
Fig. 7 be columnar pier hydraulic jacking device of the present invention vertical bridge to jack status diagram.
Fig. 8 is the plan-position schematic diagram of vertical hydraulic climbing mechanism on the lower thick pillar beam of the present invention.
Fig. 9 is that the direction across bridge after columnar pier hydraulic jacking device of the present invention jacks in place jacks status diagram.
Figure 10 is the structural schematic diagram of the vertical jacking apparatus of the present invention.
Figure 11 is the structural schematic diagram of auxiliary support structure of the present invention.
Figure 12 is the plane layout position illustration of Single column pier hydraulic jacking device of the present invention.
Figure 13 is the schematic view of facade structure of Single column pier hydraulic jacking device of the present invention.
Figure 14 refers to for the use state of upper the installed jack deviation correcting device of the vertical jack in thick pillar beam bottom portion of the present invention
Figure.
Figure 15 is the structural schematic diagram of upper mounted plate of the present invention.
Figure 16 is the structural schematic diagram of bottom plate of the present invention.
Figure 17 is the superstructure schematic diagram of the horizontal deviation correction mechanism of the present invention.
Figure 18 is the bottom substance schematic diagram of the horizontal deviation correction mechanism of the present invention.
Figure 19 is construction method flow diagram of the invention.
Figure 20 is the structural schematic diagram on columnar pier of the present invention after the completion of the construction of connection pier stud.
Description of symbols:
1-access bridge girder to be jacked；1-1-longitudinal direction girder；2-vertical jack；
3-steel pipe support structures；3-1-vertical supporting steel pipe；3-2-goes up connection ring；
The lower connection ring of 3-3-；4-connection bolts；6-power transmission jackings；
The lower support base of 6-1-；6-11-attachment base；6-12-goes up fixed ring；
6-2-goes up hinged seat；6-3-goes up articulated joint；7-vertical branch footstocks；
10-lower anchor bolts；11-vertical jacking apparatus；
12-auxiliary support structures；13-vertical pier studs；14-lower thick pillar beams；
15-upper thick pillar beams；16-Convenient jacks；17-jacking-up spacing columns；
18-abutments；18-1-floor；18-2-platform roof rail；
18-3-steel reinforced concrete abutment foundation；The newly-increased basis of 18-4-abutment；18-5-increases floor newly；
18-6-increases bent cap newly；19-abutment side hydraulic jacking devices；
20-bridge pier side hydraulic jacking devices；21-Horizontal concretes basis；
22-transverse distribution beams；23-columnar piers；24-top bent caps；
25-columnar pier hydraulic jacking devices；26-vertical drilled piles；
27-Single column piers；The vertical pier stud of 27-1-；27-2-steel reinforced concrete basis；
28-Single column pier hydraulic jacking devices；
29-pier body thick pillar beams；30-newly-built girders；31-vertical supporting piers；
32-horizontal adjustment members；32-1-shank of bolt；32-2-stop nut；
32-3-goes up sliding component；33-upper mounted plates；33-1-horizontal sliding slot；
33-2-transverse direction jack；34-bottom plates；34-1-longitudinal direction jack；
35-wedge-shaped steel plates；36-strip footings；37-vertical buttresses；
37-1-vertical supporting pier stud；37-2-pier top bent cap；37-3-steel reinforced concrete pier footing；
38-cross-brace beams；39-connection pier studs.
Specific embodiment
A kind of Long span bowstring arch bridge access bridge jack-up system as shown in Figure 1, including left and right two are symmetrically laid and are treated
The access bridge girder jacking apparatus that jacking access bridge girder 1 is vertically jacked；The access bridge girder 1 to be jacked is Long span tied arch
The access bridge girder of bridge；The access bridge girder 1 to be jacked in horizontal layout and it include longitudinal girder for symmetrically laying of two width of left and right
1-1, longitudinal direction girder 1-1 described in two width is along vertical bridge Xiang Bushe；Each access bridge girder jacking apparatus is supported in a width institute
The underface of longitudinal girder 1-1 is stated, each access bridge girder jacking apparatus includes an abutment side hydraulic jacking device 19
The bridge pier side hydraulic jacking device 20 being symmetrically arranged with one with abutment side hydraulic jacking device 19, the abutment side are hydraulic
Jacking apparatus 19 is identical with the structure of bridge pier side hydraulic jacking device 20 and both for access bridge beam-ends jacking apparatus；
The access bridge girder 1 to be jacked is supported in access bridge substructure, and the access bridge substructure includes left and right two
The access bridge bottom bracing structure symmetrically laid, longitudinal direction girder 1-1 described in every width are supported in the access bridge lower support knot
On structure；Each access bridge bottom bracing structure includes on an abutment 18 and a vertical bridge pier；The longitudinal direction girder 1-1
One end be the end to be connected being supported on abutment 18, the other end of the longitudinal direction girder 1-1 is to be supported in the vertical bridge pier
On connecting pin；
The abutment side hydraulic lifting vertically jacked to longitudinal girder 1-1 is provided on each abutment 18
Device 19 is provided with the bridge pier side hydraulic top vertically jacked to longitudinal girder 1-1 on each vertical bridge pier
Rise device 20；Each abutment side hydraulic jacking device 19 is supported in the described wait connect of longitudinal girder 1-1
End lower section, each bridge pier side hydraulic jacking device 20 are supported under the connecting pin of longitudinal girder 1-1
Side；
As shown in Figure 2 and Figure 3, each abutment side hydraulic jacking device 19 is supported in the bridge of an abutment 18
On the basis of platform, each bridge pier side hydraulic jacking device 20 be supported on the pier footing of a vertical bridge pier or
It is supported on a Horizontal concrete basis 21, Horizontal concrete basis 21 is located at the pier footing side and itself and institute
It states pier footing and pours and be integrated；The abutment foundation and the pier footing are the reinforced concrete in horizontal layout
Plinth；The abutment foundation, the pier footing and the Horizontal concrete basis 21 are counter-force basis；
As shown in Figure 4, Figure 5, each access bridge beam-ends jacking apparatus includes being supported in the bottom longitudinal girder 1-1 together
Transverse distribution beam 22, multiple vertical jacking apparatus 11 laid from left to right along direction across bridge and it is multiple along direction across bridge from left to right
The auxiliary support structure 12 of laying, the vertical jacking apparatus 11 and auxiliary support structure 12 are arranged vertically and the two
Quantity is all the same, and the vertical jacking apparatus 11 and auxiliary support structure 12 are supported in the underface of transverse distribution beam 22, institute
It states transverse distribution beam 22 along the transverse bridge and it is laid with the bottom surface of longitudinal girder 1-1 is supported in parallel；Draw described in each
Multiple vertical jacking apparatus 11 and multiple auxiliary support structures 12 are laid in access bridge to be jacked in the jacking apparatus of bridge end
On the same cross section of girder 1, vertical jacking apparatus 11 and Auxiliary support described in each access bridge beam-ends jacking apparatus
Structure 12 is in be laid staggeredly；
As shown in Figure 10 and Figure 11, the vertical jacking apparatus 11 includes vertical jack 2 and is laid in vertical jack 2
The vertical support top mechanism of underface, the auxiliary support structure 12 include Convenient jack 16 and are being laid in Convenient jack 16 just
The vertical supporting structure of lower section, the vertical support top mechanism and the vertical supporting structure are temporary support structure；It is described perpendicular
Be the inversion jack being arranged vertically to jack 2 and Convenient jack 16, the inversion jack be pedestal upward
And rigid top lift part hydraulic jack directed downwardly；Each pedestal for being inverted jack is horizontally fixed on right above it
22 bottom of transverse distribution beam, it is each it is described be inverted jack the equal support top of rigid top lift part be located at its immediately below described in face
When support construction on；Each temporary support structure is superposed on the basis of the counter-force below, each described
Temporary support structure is spliced by multiple temporary supports laid from bottom to up, the structure of multiple temporary supports
It is all the same and it is the steel pipe support structure 3 in horizontal layout；
The steel pipe support structure 3 is cylinder, and the diameter of all steel pipe support structures 3 is equal in the temporary support structure
It is identical and it is in coaxial laying；Each steel pipe support structure 3 is coaxially fixed including vertical supporting steel pipe 3-1, one
The lower company of the bottom vertical supporting steel pipe 3-1 is coaxially fixed in the upper connection ring 3-2 on the top vertical supporting steel pipe 3-1 and one
Meet ring 3-3, the upper connection ring 3-2 and lower connection ring 3-3 is horizontal circle doughnut-shaped steel plate and the two is each attached to vertical supporting
On the lateral wall of steel pipe 3-1, the structure snd size of the upper connection ring 3-2 and lower connection ring 3-3 are all the same；The upper connection
The upper surface of ring 3-2 and the upper surface flush of vertical supporting steel pipe 3-1, the bottom surface of lower connection ring 3-3 and vertical supporting steel pipe
The bottom surface flush of 3-1；It is provided on the upper connection ring 3-2 and lower connection ring 3-3 multiple along the circumferential direction uniformly distributed
Bolt mounting holes；
Neighbouring two steel pipe support structures 3 form a steel pipe support combination in the temporary support structure,
The steel pipe support structure 3 being located above in the steel pipe support combination is upper steel pipe support structure, in the steel pipe support combination
Underlying steel pipe support structure 3 is lower steel pipe support structure, upper steel pipe support structure described in the steel pipe support combination
Lower connection ring 3-3 and the upper connection ring 3-2 of the lower steel pipe support structure by multiple connection bolts 4, to be fastenedly connected be one
Body is fastenedly connected the lower connection ring 3-3 being integrated and upper connection ring 3-2 by multiple connection bolts 4 and forms a reinforcing
Ring；The connection bolt 4 is arranged vertically, and each connection bolt 4 is mounted on connection above and below in the reinforcing ring
In two bolt mounting holes.
In the present embodiment, the top lifting height of the access bridge girder 1 to be jacked is greater than 2m.The access bridge girder 1 to be jacked is
The access bridge girder of Nanhe River grand bridge.
In the present embodiment, the diameter of the vertical supporting steel pipe 3-1 is Φ 609mm or Φ 500mm；When vertical supporting steel pipe
When the diameter of 3-1 is Φ 609mm, the wall thickness of vertical supporting steel pipe 3-1 is the outer of 16mm, lower connection ring 3-3 and upper connection ring 3-2
Diameter is Φ 750mm；When the diameter of vertical supporting steel pipe 3-1 is Φ 500mm, the wall thickness of vertical supporting steel pipe 3-1 is 12mm, under
The outer diameter of connection ring 3-3 and upper connection ring 3-2 is Φ 600mm.
When actually being jacked, when the top lifting height wait jack access bridge girder 1 is in 2m, in the temporary support structure
The diameter of used vertical supporting steel pipe 3-1 is Φ 500mm；It is described when the top lifting height wait jack access bridge girder 1 is more than 2m
The diameter of vertical supporting steel pipe 3-1 employed in temporary support structure is Φ 609mm.
The steel pipe support structure 3 with a thickness of 10cm, 20cm, 50cm, 100cm or 200cm, when actually being jacked,
The steel pipe support structure 3 of respective thickness is replaced according to specific needs.
When practice of construction, abutment side hydraulic jacking device 19 is with bridge pier side hydraulic jacking device 20 together with
Transverse distribution beam 22 is treated jacking access bridge girder 1 and is directly jacked, and appoints in this way without treating the structure of jacking access bridge girder 1
What changes, and using reinforced concrete foundation as counter-force platform, makees in the transverse distribution beam 22 of 1 beam bottom of access bridge girder to be jacked installation
To jack stress point, easy construction, and it is steady, reliable to jack process.The transverse distribution beam 22 directly takes on top beam body
Weight, and power is transferred to the inversion jack.
In the present embodiment, as shown in Fig. 2, the abutment 18 include the abutment foundation, three along direction across bridge from left to right
The floor 18-1 being laid on the abutment foundation and platform roof rail 18-2 being supported horizontally on three floor 18-1, institute
It states floor 18-1 and platform roof rail 18-2 is reinforced concrete structure, three floor 18-1 are arranged vertically and it
Along vertical bridge Xiang Bushe.The abutment foundation is steel reinforced concrete abutment foundation 18-3 and is Bored Pile Foundation, the Bored Pile Foundation packet
It includes horizontal cushion cap and Duo Gen is supported in vertical cast-in-situ bored pile below the horizontal cushion cap, the horizontal cushion cap and described vertical
Cast-in-situ bored pile is reinforced concrete structure.Abutment side hydraulic jacking device 19 is supported in the water in the abutment foundation
On flat cushion cap.
For convenience of support and it is fixed, be provided on the abutment foundation for abutment side hydraulic jacking device 19 support
Strip footing 36, the strip footing 36 is along the transverse bridge and it is located at the cross in supported abutment side hydraulic jacking device 19
To immediately below distribution beam 22, the strip footing 36 is basic in the cube of horizontal layout and it is supported in the abutment foundation
In horizontal cushion cap on.In the present embodiment, the strip footing 36 is divided into four by three floor 18-1 and is laid in
Basic segment on same vertical plane.
As shown in Fig. 2, each vertical bridge pier includes a pier top bent cap 37-2, multiple pairs of piers in the present embodiment
The vertical supporting pier stud 37-1 and two bridge pier bases for vertical supporting pier stud 37-1 support that roof rail 37-2 is supported
Plinth, two pier footings are laid on the same cross section of access bridge girder 1 to be jacked；On each pier footing
It is laid with vertical supporting pier stud 37-1, the steel reinforced concrete pier footing 37-3 is the Bored Pile Foundation.The vertical supporting pier stud
37-1 and pier top bent cap 37-2 is reinforced concrete structure.
Two vertical bridge piers form changeover portion bridge pier, the pier of two vertical bridge piers in the access bridge substructure
Roof rail 37-2, which is poured, to be integrated and the horizontal bent cap 37 of the two formation.It include four in the changeover portion bridge pier in the present embodiment
The pier footing, and two pier footings in four pier footings positioned at middle part are poured and are integrated.
Since the buried depth of steel reinforced concrete pier footing 37-3 is deeper, and whom steel reinforced concrete pier footing 37-3 impregnated for a long time by, in steel
When supporting bridge pier side hydraulic jacking device 20 on mixed pier footing 37-3, not only difficulty of construction, and existing security risk compared with
It is more, while being affected after steel reinforced concrete pier footing 37-3 is excavated to side environment.Thus, in the present embodiment, the support
Bridge pier side hydraulic jacking device 20 is supported on Horizontal concrete basis 21, the Horizontal concrete basis 21 and steel reinforced concrete bridge pier
Basic 37-3, which is fastenedly connected, to be integrated, and on the one hand can ensure that the support stability of support bridge pier side hydraulic jacking device 20, another
Aspect forms steel reinforced concrete pier footing 37-3 and reinforces.
When practice of construction, level of constructing on two steel reinforced concrete pier footing 37-3 of the vertical bridge pier is mixed
Solidifying earth foundation 21.It is steady, reliable to support, and to meet the support demand of support bridge pier side hydraulic jacking device 20, two
The cross-brace beam 38 constructed together along the transverse bridge on a Horizontal concrete basis 21, the cross-brace beam 38 are
It pours and is integrated with two Horizontal concrete bases 21 in the reinforced beam and its of horizontal layout, the cross-brace
Beam 38 is located at immediately below the transverse distribution beam 22 in supported bridge pier side hydraulic jacking device 20.
It include 5 vertical jacking apparatus 11 and 5 in each access bridge beam-ends jacking apparatus in the present embodiment
The auxiliary support structure 12, thus it is able to satisfy the demand that jacking 1 both ends of access bridge girder carry out firm jacking for the treatment of.Also, institute
Stating inversion jack described in vertical jacking apparatus 11 and auxiliary support structure 12 is hydraulic thousand that maximum capacity is 200 tons
Jin top.
When practice of construction, according to specific needs, to included vertical jacking in each access bridge beam-ends jacking apparatus
The quantity and installation position of device 11 and auxiliary support structure 12 adjust accordingly respectively.
In the present embodiment, the longitudinal direction girder 1-1 is cast-in-situ concrete beam or combined box beam.
In the present embodiment, the steel pipe support structure 3 in the temporary support structure positioned at bottom is bottom steel pipe support knot
The lower connection ring 3-3 of structure, the bottom steel pipe support structure is bottom support ring, and the bottom support ring passes through multiple lower anchor bolts
10 are fixed on the basis of the counter-force, and the lower anchor bolt 10 is arranged vertically；Bolt peace in the bottom support ring
Dress hole is bottom mounting apertures, and each lower anchor bolt 10 is mounted in the bottom mounting apertures.Thus, pass through multiple institutes
Stating lower anchor bolt 10 easy, quickly can be fixedly secured to the temporary support structure on the basis of the counter-force, it is ensured that jacking process
Described in temporary support structure stability.
On the basis of ensuring the temporary support structure energy level, being steadily mounted on the counter-force, the bottom steel pipe branch
One layer of lower screed-coat is provided between support structure and counter-force basis, the upper surface of the lower screed-coat is horizontal plane and its upper surface
It is close to the bottom steel pipe support structure；The lower screed-coat is mortar levelling layer or concrete leveling layer.
In the present embodiment, as shown in Figure 10 and Figure 11, the steel pipe support knot of the top is located in the temporary support structure
Structure 3 is top steel pipe support structure, and the temporary support structure further includes the biography being laid on the top steel pipe support structure
Power jacking 6, the power transmission jacking 6 are in horizontal layout and its surface for being located at the top steel pipe support structure；
Connected between the rigid top lift part for being inverted jack and the power transmission jacking 6 being disposed below by flexural pivot
It connects.
In the present embodiment, the power transmission jacking 6 is laid with the inversion jack being located above in coaxial.
In actual use, uniform power transmission is carried out downwards by power transmission jacking 6.
In the present embodiment, vertical branch footstock 7 is provided with immediately below the rigid top lift part, the vertical branch footstock 7 is solid
Due in the rigid top lift part and its surface for being located at the temporary support structure；
The power transmission jacking 6 includes the lower support base 6-1 and upper hinged seat 6-2 that is laid on lower support base 6-1, it is described on
Hinged seat 6-2 is located at the surface of lower support base 6-1；The upper hinged seat 6-2 includes that pedestal and one are laid in the pedestal
The upper articulated joint 6-3 of surface, the lower support base 6-1 are located at the surface of the top steel pipe support structure, the upper hinge
Connector 6-3 and the pedestal are respectively positioned on the surface of lower support base 6-1；
The upper articulated joint 6-3 is located at the underface of vertical branch footstock 7 and the two forms the flexural pivot.
Also, the upper articulated joint 6-3 is laid in vertical 7 bottom of branch footstock and its underface for being located at vertical branch footstock 7,
The upper surface of the upper articulated joint 6-3 and the bottom surface of vertical branch footstock 7 are affixed；The vertical branch footstock 7 and upper hinged seat 6-2 group
At the flexural pivot.
In the present embodiment, as shown in Figure 10, the upper surface of upper articulated joint 6-3 described in the vertical jacking apparatus 11 is
Convex spherical, the bottom surface of the vertical branch footstock 7 are concave spherical surface.In actual use, upper hinge described in the vertical jacking apparatus 11
The upper surface of connector 6-3 may be concave spherical surface, and the bottom surface of vertical branch footstock 7 is convex spherical at this time, only needs power transmission jacking 6 and erects
It is hinged to that can be formed between jack 2.As shown in figure 11, upper articulated joint 6-3 described in the auxiliary support structure 12
Upper surface is concave spherical surface, and the bottom surface of the vertical branch footstock 7 is convex spherical.In actual use, in the auxiliary support structure 12
The upper surface of the upper articulated joint 6-3 may be convex spherical, and the bottom surface of vertical branch footstock 7 is concave spherical surface at this time, only need power transmission
It can be formed between jacking 6 and vertical jack 2 hinged.
As shown in the above, in the vertical jacking apparatus 11 and auxiliary support structure 12 power transmission jacking 6 and it is described fall
It sets and is attached in hinged way between jack.In actual use, the contact of the power transmission jacking 6 and the inversion jack
Face can be move freely between (upper surface of i.e. upper articulated joint 6-3 and the bottom surface of vertical branch footstock 7).During practical jacking, institute
State power transmission jacking 6 corresponding can be rotated to the inversion jack, so as to be inverted between jack and horizontal plane to stating
Angle is finely adjusted, and is made to state and is inverted jack and is in always vertically to state, is inverted jack perpendicular to can fully ensure that and state
The upward stress of histogram can be corrected effectively to state and be inverted the faint tilting force that jack generates during jacking, increase bridge
Safety coefficient during integral jacking.
In the present embodiment, the lower support base 6-1 is fixed on the top steel pipe support structure, the top steel pipe branch
The upper connection ring 3-2 of support structure is lower fixed ring, and the lower support base 6-1 is fixed on described lower solid by multiple fixing bolts 18
Determine on ring；The bolt mounting holes in the lower fixed ring are fixation hole, and the fixing bolt 18 is arranged vertically, each
The fixing bolt 18 is mounted in a fixation hole.
When actual installation, by fixing bolt 18 can power transmission jacking 6 is easy, quickly and be fixedly secured to the interim branch
It on support structure, is fastenedly connected power transmission jacking 6 with the temporary support structure and is integrated, it is ensured that power transmission jacking 6 during jacking
With the temporary support structure stable connection, reliably.
In the present embodiment, the bottom surface of the upper articulated joint 6-3 is horizontal plane, and the pedestal is cylindrical and it is in horizontal cloth
If；
The lower support base 6-1 is by attachment base 6-11 and the upper fixed ring 6-12 group for being fixed on attachment base 6-11 bottom outside
At the attachment base 6-11 is truncated cone and upper diameter is identical as the diameter of the pedestal, the bottom of the attachment base 6-11
Portion's diameter is identical as the internal diameter of upper fixed ring 6-12；Fixed ring 6-12 is in horizontal layout and it is with attachment base 6-11 and upper
Hinged seat 6-2 is in coaxial laying, is along the circumferential direction uniformly provided on fixed ring 6-12 multiple for fixing bolt 18
The mounting hole of installation.
When actual processing, the vertical branch footstock 7, lower support base 6-1 and upper hinged seat 6-2 are bracing members seat, described
Vertical branch footstock 7 is cylinder, and lower support base 6-1 and upper hinged seat 6-2 processing and fabricating are integrated in the power transmission jacking 6.
In the present embodiment, the upper connection ring 3-2, lower connection ring 3-3 and upper fixed ring 6-12 are horizontal connection ring, institute
The structure snd size for stating all horizontal connection rings in temporary support structure are all the same, all vertical branch in the temporary support structure
The cross sectional dimensions for supportting steel pipe 3-1 is all the same；The outer diameter of the vertical supporting steel pipe 3-1 is greater than the straight of the rigid top lift part
Diameter.
In order to improve the support strength of vertical supporting steel pipe 3-1, the outer diameter of the vertical supporting steel pipe 3-1 is all larger than described
The diameter of rigid top lift part will easy, quickly can be uniformly transferred downwards by power transmission jacking 6 under the action of the inversion jack
On to the temporary support structure.
As shown in Figure 1, the access bridge bottom bracing structure further include it is multiple be respectively positioned on abutment 18 and the vertical bridge pier it
Between columnar pier 23, along vertical bridge to laying from front to back, multiple columnar piers 23 are in multiple columnar piers 23
Vertically to laying and its underface for being supported in girder 1-1 in longitudinal direction described in a width；
The structure of multiple columnar piers 23 is all the same, and each columnar pier 23 includes the two symmetrical cloth in left and right
If vertical pier stud 13 and a top bent cap 24 for being supported in two 13 tops of vertical pier stud, the vertical pier stud 13 be
Reinforced column, the top bent cap 24 are concrete bent cap along the transverse bridge, and two vertical pier studs 13 pass through
Top bent cap 24, which is fastenedly connected, to be integrated；
The access bridge girder jacking apparatus further includes multiple columnar pier hydraulic jacking devices 25, and the columnar pier is hydraulic
The quantity of jacking apparatus 25 is identical as the quantity of columnar pier 23 in the access bridge bottom bracing structure, each columnar pier
The columnar pier hydraulic jacking device 25 is provided on 23；
In conjunction with Fig. 6, Fig. 7, Fig. 8 and Fig. 9, abutment side hydraulic jacking device 19 in each access bridge girder jacking apparatus,
Bridge pier side hydraulic jacking device 20 and multiple columnar pier hydraulic jacking devices 25 are laid on same vertical plane, multiple
The structure of the columnar pier hydraulic jacking device 25 is all the same, and each columnar pier hydraulic jacking device 25 is respectively positioned on one
The underface of longitudinal direction girder 1-1 described in width；
A lower thick pillar beam 14 and a upper thick pillar beam 15 are provided on each columnar pier 23, it is described above to embrace
Column beam 15 is located at the surface of lower thick pillar beam 14；The lower thick pillar beam 14 and upper thick pillar beam 15 are horizontal thick pillar beam, the water
Flat thick pillar beam is the reinforced beam being fixed on two vertical pier studs 13, the horizontal thick pillar beam be rectangle and its
It is set on two vertical pier studs 13；Each columnar pier hydraulic jacking device 25 is supported in one described lower armful
Between column beam 14 and upper thick pillar beam 15 right above the lower thick pillar beam 14, the lower thick pillar beam 14 is the counter-force basis；
Each columnar pier hydraulic jacking device 25 includes being supported between lower thick pillar beam 14 and upper thick pillar beam 15
Vertical hydraulic climbing mechanism, the vertical hydraulic climbing mechanism includes vertical jacking apparatus 11 and auxiliary support structure 12；Institute
It states each pedestal for being inverted jack in columnar pier hydraulic jacking device 25 and is horizontally fixed on 15 bottom of thick pillar beam,
Each equal support top of rigid top lift part for being inverted jack is on the temporary support structure being located at immediately below it；The column
Each temporary support structure is supported on lower thick pillar beam 14 in formula bridge pier hydraulic jacking device 25.
In the present embodiment, each vertical pier stud 13 is supported in a vertical drilled pile 26 in the columnar pier 23
Surface.
As shown in the above, not set binder in each columnar pier 23.
To ensure that jacking process is steady, going on smoothly, in the present embodiment, as shown in figure 8, each columnar pier is hydraulic
Jacking apparatus 25 includes vertical hydraulic climbing mechanism described in two groups, and vertical hydraulic climbing mechanism symmetric support is under described in two groups
Above the left and right sides of thick pillar beam 14；Vertical hydraulic climbing mechanism described in every group include two be symmetrically laid in one it is described perpendicular
To the vertical hydraulic climbing mechanism of 13 front and rear sides of pier stud.Thus, in each columnar pier hydraulic jacking device 25
The quantity of the vertical hydraulic climbing mechanism is two groups.
Each vertical hydraulic climbing mechanism includes that two vertical jacking apparatus 11 and one are supported in described in two
Auxiliary support structure 12 between vertical jacking apparatus 11, two vertical jackings in each vertical hydraulic climbing mechanism
Device 11 is symmetrically laid in the left and right sides of auxiliary support structure 12 and three is laid in the same cross section of the girder
On.
When practice of construction, according to specific needs, to included perpendicular in each columnar pier hydraulic jacking device 25
To the quantity of hydraulic climbing mechanism and the installation position and each vertical hydraulic lifting machine of each vertical hydraulic climbing mechanism
The quantity and installation position of vertical jacking apparatus 11 and auxiliary support structure 12 adjust accordingly respectively in structure.
In the present embodiment, each vertical pier stud 13 and the two located at the front and rear sides thereof auxiliary support structures 12
It is laid on the same vertical plane.
As shown in figure 9, being provided with a jacking-up spacing device on each columnar pier 23；
The length of the lower thick pillar beam 14 is identical as the length of upper thick pillar beam 15, and the width of the lower thick pillar beam 14 is greater than
The width of upper thick pillar beam 15；
Each jacking-up spacing device includes two jacking-up spacing machines being symmetrical with above lower 14 left and right ends of thick pillar beam
Structure, each jacking-up spacing mechanism include two jacking-up spacing columns 17 for being symmetrical with lower 14 rear and front end of thick pillar beam；It is described
Jacking-up spacing column 17 is vertical upright column, and the vertical upright column is the steel column being spliced by multiple straight rod pieces；The jacking
The quantity of jacking-up spacing column 17 is four in limiting device, and four jacking-up spacing columns 17 are separately fixed at lower thick pillar beam 14
Four apex angles on；The height of the jacking-up spacing column 17 is greater than the top lifting height of access bridge girder 1 to be jacked；
Between two jacking-up spacing columns 17 that the upper thick pillar beam 15 is installed in the jacking-up spacing mechanism.
The width of the lower thick pillar beam 14 refers to the direction across bridge width of lower thick pillar beam 14, the width of the upper thick pillar beam 15
Refer to the direction across bridge width of thick pillar beam 15.
In the present embodiment, the steel column be cube scapus and it include four vertical supporting steel being arranged vertically
Pipe, adjacent two vertical supporting steel pipes are connected by the more joint steel pipe being laid on same vertical plane from the bottom to top fastenings
It is connected in one.
The mechanism of four jacking-up spacing columns 17 in the jacking-up spacing device is all the same, each jacking-up spacing
17 bottom of column passes through multiple pre-embedded bolts 22 and is fixed on lower thick pillar beam 14, and each 17 top of jacking-up spacing column extends to
Above the bottom surface of upper thick pillar beam 15, it is ensured that jack-up construction process safety, reliable.
Four jacking-up spacing columns 17 are the limited post of the welding fabrication on lower thick pillar beam 14, convenient welding and construction
Simplicity need to be only fixed on lower thick pillar beam 14 by multiple pre-embedded bolts 22, change conventionally employed armored concrete limit
Existing construction time length, the problem of work progress complexity, reduce on lower thick pillar beam 14 and upper thick pillar beam 15 when bit architecture
When carrying out the working procedure of bar planting, formwork supporting plate and casting concrete, and reduce the maintenance of reinforced concrete limited column etc. strong
Between, the construction period is successfully shortened, while overall pulling down, dismounting side are carried out to jacking-up spacing column 17 after jack-up construction
Just, reduce the process that conventional steel bar concrete position limiting structure is cut.
In the present embodiment, the quantity of included columnar pier 23 is 9 in each access bridge bottom bracing structure, thus
Each access bridge girder jacking apparatus includes 9 columnar pier hydraulic jacking devices 25.
In actual use, it is carried out according to the quantity of the quantity araeosystyle bridge pier hydraulic jacking device 25 of columnar pier 23 true
It is fixed.
Due to the cushion cap for not having to support for vertical jacking apparatus 11 and 12 bottom of auxiliary support structure on vertical pier stud 13, and
And vertical 13 top of pier stud is provided with top bent cap 24, but the beam body of top bent cap 24 is relatively narrow and cannot uniformly transfer jacking and make
Firmly, thick pillar beam 14 and upper thick pillar beam 15 under being arranged thus on vertical pier stud 13, and by vertical jacking apparatus 11 and auxiliary branch
Support structure 12 is placed between vertical jacking apparatus 11 and auxiliary support structure 12, by lower thick pillar beam 14 as counter-force basis, and
By jack upwards upper thick pillar beam 15 treat jacking access bridge girder 1 synchronize jacking.
Before jack-up construction, thick pillar beam 14 and upper thick pillar beam 15 under first constructing on vertical pier stud 13, to lower thick pillar beam 14
After the completion of constructing with upper thick pillar beam 15, the vertical hydraulic climbing mechanism described in two groups is installed, and is made described vertical hydraulic
Lifting body is respectively positioned between lower thick pillar beam 14 and upper thick pillar beam 15；It is located at lower 14 He of thick pillar beam in two vertical pier studs 13
Pier stud segment between upper thick pillar beam 15 is segment to be cut, after the completion of vertically hydraulic climbing mechanism is respectively mounted described in two groups,
Horizontal resection is carried out to two segments to be cut, specifically carries out horizontal cutting at the middle part of two segments to be cut
It cuts, each vertical pier stud 13 is made to be divided into lower part pier stud and the top pier stud right above the lower part pier stud；To
After the completion of two vertical pier studs 13 are cut, using columnar pier hydraulic jacking device 25 to upper thick pillar beam 15, upper cap
Beam 24 and access bridge girder 1 to be jacked synchronize jacking, until access bridge girder 1 to be jacked is jacked in place, are detailed in Fig. 9.
As shown in Figure 1, the access bridge bottom bracing structure further include it is multiple be respectively positioned on abutment 18 and the vertical bridge pier it
Between Single column pier 27, multiple Single column piers 27 along vertical bridge to laying from front to back, multiple Single column piers 27 in vertically to
Laying and its underface for being supported in girder 1-1 in longitudinal direction described in a width；
The access bridge girder jacking apparatus further includes multiple Single column pier hydraulic jacking devices 28, the Single column pier hydraulic lifting
The quantity of device 28 is identical as the quantity of Single column pier 27 in the access bridge bottom bracing structure, is all provided on each Single column pier 27
It is equipped with the Single column pier hydraulic jacking device 28；
As shown in Figure 12 and Figure 13, all columnar piers 23 are divided to for front and back two in each access bridge bottom bracing structure
Group, columnar pier 23 described in every group include it is multiple along vertical bridge to the columnar pier 23 laid from front to back；Each access bridge
In bottom bracing structure multiple Single column piers 27 be respectively positioned on two groups described between columnar pier 23, each access bridge lower part branch
Columnar pier 23 described in multiple Single column piers 27 and two groups is laid on the same vertical plane in support structure；
Each Single column pier 27 includes a vertical pier stud 27-1, and the vertical pier stud 27-1 is located at described in a width
The underface of longitudinal girder 1-1；
A pier body thick pillar beam 29 is provided on each Single column pier 27, the pier body thick pillar beam 29 is to be fixed on
On vertical pier stud 27-1 and in the reinforced beam of horizontal layout, the pier body thick pillar beam 29 is rectangular and it is set in vertically
On pier stud 27-1；Each Single column pier hydraulic jacking device 28 is supported on the pier body thick pillar beam 29, the pier
Body thick pillar beam 29 is the counter-force basis；
Each Single column pier hydraulic jacking device 28 is laid in along vertical bridge to laying including multiple groups same from front to back
The structure of pier body lifting body on vertical plane, pier body lifting body described in multiple groups it is all the same and its be respectively positioned on it is longitudinal described in a width
The underface of girder 1-1；Pier body lifting body described in every group includes two and is symmetrically laid at left and right sides of vertical pier stud 27-1
Vertical jacking apparatus 11 and two auxiliary support structures 12 being symmetrically laid at left and right sides of vertical pier stud 27-1, described in every group
Two auxiliary support structures 12 are respectively positioned between two vertical jacking apparatus 11 in pier body lifting body, described in every group
Two auxiliary support structures 12 and two vertical jacking apparatus 11 are respectively positioned on access bridge to be jacked in pier body lifting body
On the same cross section of girder 1；
Each horizontal branch of the pedestal for being inverted jack is withstood on wait jack in the Single column pier hydraulic jacking device 28
1 bottom of access bridge girder, each equal support top of rigid top lift part for being inverted jack is in the interim branch being located at immediately below it
On support structure；Each temporary support structure is supported in pier body thick pillar beam 29 in the Single column pier hydraulic jacking device 28
On.
In the present embodiment, each Single column pier hydraulic jacking device 28 include two groups described in pier body lifting body, two
The group pier body lifting body is symmetrically laid in the front and rear sides of vertical pier stud 27-1.
The vertical pier stud 27-1 is supported on a Bored Pile Foundation, the drilled pile that the vertical pier stud 27-1 is supported
Basis is steel reinforced concrete basis 27-2.
In the present embodiment, the quantity of included Single column pier 27 is two in each access bridge bottom bracing structure, thus
Each access bridge girder jacking apparatus includes two Single column pier hydraulic jacking devices 28.
In actual use, it is determined according to quantity of the quantity of Single column pier 27 to Single column pier hydraulic jacking device 28.
In the present embodiment, each access bridge girder jacking apparatus further include it is multiple to it is described be inverted jack positions into
The jack deviation correction mechanism of row adjustment；The quantity of jack deviation correction mechanism described in each access bridge girder jacking apparatus with should
The included quantity for being inverted jack is identical in access bridge girder jacking apparatus, in the access bridge girder jacking apparatus it is each described fall
It sets and is mounted on a jack deviation correction mechanism on jack；
As shown in figure 14, the jack deviation correction mechanism includes carrying out horizontal adjustment to the position for adjusting inversion jack
Horizontal deviation correction mechanism；In conjunction with Figure 15, Figure 16, Figure 17 and Figure 18, the horizontal deviation correction mechanism include multiple horizontal adjustment members 32,
One bottom plate 34 and a upper fixation being located above bottom plate 34 for adjusting the pedestal installation for being inverted jack
The structure of plate 33, multiple horizontal adjustment members 32 is all the same and it is along the circumferential direction laid in adjust and is inverted the four of jack
All outsides；The pedestal for adjusting inversion jack is horizontally fixed on 34 bottom of bottom plate, and the bottom plate 34 is fixed on institute
Adjustment is inverted above the pedestal of jack, and the bottom plate 34 is by flat plate and the pedestal of itself and adjustment inversion jack
It is laid in parallel；Fixed plate 33 is flat plate；
Each horizontal adjustment member 32 is coaxially installed on including a shank of bolt 32-1 being arranged vertically, one
Stop nut 32-2 and a upper sliding component 32-3 being coaxially mounted at the top of shank of bolt 32-1 on shank of bolt 32-1, it is described
Shank of bolt 32-1 is straight shank, and the stop nut 32-2 is located at below upper sliding component 32-3, the stop nut 32-2 and spiral shell
It is threadably attached between tightening latch 32-1；
As shown in figure 15, multiple horizontal sliding slots for upper sliding component 32-3 horizontal sliding are provided on fixed plate 33
33-1 and multiple lateral jack 33-2 that transverse shifting is carried out for shank of bolt 32-1, the horizontal sliding slot 33-1 are straight slot
And it is laid with upper mounted plate 33 in parallel, the upper sliding component 32-3 is laid with upper mounted plate 33 in parallel；It is described laterally sliding
The quantity for moving slot 33-1 is identical with the quantity of upper sliding component 32-3, multiple horizontal sliding slot 33-1 be in parallel laying and its
Direction across bridge along institute's construction bridges is laid, and the structure snd size of multiple horizontal sliding slot 33-1 are all the same；It is described
The quantity of lateral jack 33-2 is identical as the quantity of horizontal sliding slot 33-1, and multiple transverse direction jack 33-2 are elongate holes
And its structure snd size is all the same, multiple lateral jack 33-2 are laid with horizontal sliding slot 33-1 in parallel；The cross
Length to jack 33-2 is identical as the length of horizontal sliding slot 33-1, and the width of the transverse direction jack 33-2 is greater than laterally sliding
Move the width of slot 33-1；Each transverse direction jack 33-2 is respectively positioned on the underface of a horizontal sliding slot 33-1, each
The transverse direction jack 33-2 is connected to the horizontal sliding slot 33-1 being located at right above it；
As shown in figure 16, multiple longitudinal jacks vertically moved for shank of bolt 32-1 are provided on the bottom plate 34
34-1, multiple longitudinal direction jack 34-1 are elongate holes and its structure snd size is all the same, multiple longitudinal jack 34-
1 in it is parallel lay and its with the lateral perpendicular laying of jack 33-2；The quantity of the longitudinal direction jack 34-1 and lateral jack
The quantity of 33-2 is identical, and each longitudinal direction jack 34-1 is respectively positioned below the lateral jack 33-2, each described vertical
A cross adjusting hole is formed with the lateral jack 33-2 being disposed below to jack 34-1；Each cross adjustment
Longitudinal direction jack 34-1 and lateral jack 33-2 areas of crossings are the bolt peace for a shank of bolt 32-1 installation in hole
Hole is filled, each shank of bolt 32-1 is mounted in the bolt mounting holes；
Upper mounted plate 33 and bottom plate 34 form horizontal adjustment platform in the jack deviation correction mechanism, it is each it is described on
Sliding component 32-3 is laid in the horizontal sliding slot 33-1, and each stop nut 32-2 is supported in lower fixation
34 bottom of plate, each shank of bolt 32-1 are fixedly secured to the level by upper sliding component 32-3 and stop nut 32-2
It adjusts on platform；The bottom plate 34 is fastenedly connected by multiple horizontal adjustment members 32 with upper mounted plate 33.
Thus, the jack deviation correction mechanism is respectively provided on each inversion jack.
When practice of construction, it is fixedly connected between the upper sliding component 32-3 and shank of bolt 32-1 with welding manner or with screw thread
Connection type is fixedly connected.
In the present embodiment, the upper sliding component 32-3 is the nut or nut being mounted on shank of bolt 32-1.Also, it is described
The top surface of upper sliding component 32-3 is not higher than the top surface of upper mounted plate 33.Each upper sliding component 32-3 is installed in described in one
In horizontal sliding slot 33-1.
The upper sliding component 32-3 may be other types of slipping block, only need to carry out in horizontal sliding slot 33-1
It translates and is fixed on interface at the top of shank of bolt 32-1.
For simple processing, fixed plate 33 and bottom plate 34 are rectangular steel plates.
In the present embodiment, fixed plate 33 and bottom plate 34 are rectangle steel plate and the perpendicular laying of the two.
In actual use, fixed plate 33 and bottom plate 34 can also use other types of flat plate, such as
Square steel plate, circular steel plate etc..
In the present embodiment, the quantity of the horizontal adjustment member 32 is four, and four horizontal adjustment members 32 are laid respectively
In on four vertex of a rectangle.
When actual processing, according to specific needs, the cloth of quantity and each horizontal adjustment member 32 to horizontal adjustment member 32
If position adjusts accordingly respectively.
In the present embodiment, the jack deviation correction mechanism further includes on vertical plane to the position for adjusting inversion jack
The vertical deviation correction mechanism being adjusted, the vertical deviation correction mechanism include that branch is padded between upper mounted plate 33 and bottom plate 34
Wedge-shaped steel plate 35, the vertical deviation correction mechanism anchorage clip are loaded between upper mounted plate 33 and bottom plate 34.Also, it is described vertical
Deviation correction mechanism is between multiple horizontal adjustment members 32.
The quantity of the wedge-shaped steel plate 36 is one or more, and multiple wedge-shaped steel plates 36 are padded from the bottom to top loaded on upper solid
Between fixed board 33 and bottom plate 34.In actual use, according to specific needs, to wedge-shaped steel plate in the vertical deviation correction mechanism
36 quantity adjusts accordingly.
As shown in the above, it is provided with described in one on each inversion jack in the access bridge beam-ends jacking apparatus
Jack deviation correction mechanism, upper mounted plate 33 described in the access bridge beam-ends jacking apparatus are fixed on transverse distribution beam 22, and
Upper mounted plate 33 is fixed on 22 bottom of transverse distribution beam by multiple fasteners, and the fastener is arranged vertically and to fasten
Bolt etc..
In the present embodiment, the transverse distribution beam 22 is laid in the I-steel in same level by twice and is spliced,
I-steel described in twice is along the transverse bridge.The transverse distribution beam 22 is in horizontal layout, thus can ensure that and be fixed thereon
Upper mounted plate 33 be in horizontal layout.
When practice of construction, the upper mounted plate 33 in the access bridge beam-ends jacking apparatus can also be directly fixedly welded on cross
To in distribution beam 22.
Also, be provided on each inversion jack in the columnar pier hydraulic jacking device 25 one it is described very heavy
Deviation correction mechanism is pushed up, upper mounted plate 33 described in the columnar pier hydraulic jacking device 25 is fixed on 15 bottom of thick pillar beam.It is logical
It crosses upper mounted plate 33 and the inversion jack is fixed on upper 15 bottom of thick pillar beam, the inversion is very heavy during can ensure that jacking
It is motionless to push up position, to guarantee that jacking process is gone on smoothly.Thus, the inversion jack actual installation is easy and convenient for disassembly and assembly,
It is connected between upper mounted plate 33 and the inversion jack reliably, it is one that upper mounted plate 33 is fastenedly connected with the inversion jack
Body.
To ensure that the upper mounted plate 33 of upper 15 bottom of thick pillar beam horizontal, steady can be installed, the inversion thousand is further ensured that
Jin top is arranged vertically, and fixed plate 33 is fastened and fixed to upper 15 bottom of thick pillar beam by multiple upper anchoring pieces；It is described
Be provided with one layer of upper screed-coat between upper mounted plate 33 and upper 15 bottom of thick pillar beam, the bottom surface of the upper screed-coat be horizontal plane and
It is close to upper mounted plate 33 its bottom surface；The upper screed-coat is mortar levelling layer or concrete leveling layer, multiple upper anchorings
Part is both secured in screed-coat；The upper anchoring piece is anchor bolt；When practical fixed, fixed plate 33 passes through multiple perpendicular
Upper 15 bottom of thick pillar beam is fastened and fixed to anchoring piece.
In the present embodiment, the vertical anchoring piece is anchor bolt.When practice of construction, the vertical anchoring piece can also use it
The anchoring piece of its type, such as it is fixed on the bar planting of 15 bottom of thick pillar beam.
Correspondingly, be provided on each inversion jack in the Single column pier hydraulic jacking device 28 one it is described very heavy
Deviation correction mechanism is pushed up, upper mounted plate 33 described in the Single column pier hydraulic jacking device 28 is fixed on access bridge girder 1 to be jacked (i.e.
Longitudinal girder 1-1) bottom.
To ensure that the upper mounted plate 33 of the bottom longitudinal girder 1-1 horizontal, steady can be installed, the inversion thousand is further ensured that
Jin top is arranged vertically, and fixed plate 33 is fastened and fixed to the bottom longitudinal girder 1-1 by multiple anchor bolts；It is described solid
Be provided with one layer of upper screed-coat between fixed board 33 and the longitudinal direction bottom girder 1-1, the bottom surface of the upper screed-coat be horizontal plane and its
It is close to upper mounted plate 33 bottom surface；The upper screed-coat is mortar levelling layer or concrete leveling layer, and multiple anchor bolts are solid
Due in upper screed-coat.
Thus, 33 actual installation of upper mounted plate described in the jack deviation correction mechanism is easy and convenient for disassembly and assembly, and leads to
Cross the upper screed-coat carry out it is levelling after, upper mounted plate 33 can be further ensured that in horizontal layout.The bottom plate 34 and institute
It states to be inverted between jack and connect reliably, bottom plate 34 is fastenedly connected with the inversion jack and is integrated, by adjusting under
The position of fixed plate 34 is just easy, quickly and efficiently adjusts accordingly to the position for being inverted jack.
In actual use, the position of fixed plate 33 is fixed.By the horizontal deviation correction mechanism to institute
The position for being inverted jack is stated when transversely and horizontally being adjusted, it is very heavy along the inversion of direction across bridge Level Promoting bottom plate 34 or described
Top keeps the progress direction across bridge synchronous with the inversion jack of bottom plate 34 mobile；The bottom plate 34 is inverted thousand with described
In the direction across bridge moving process of jin top, each horizontal adjustment member 32 is translated along locating transverse direction jack 33-2；Also, it is logical
When crossing the horizontal deviation correction mechanism and carrying out vertical equity adjustment to the position for being inverted jack, along vertical bridge under Level Promoting
Fixed plate 34 or the inversion jack, make bottom plate 34 and the inversion jack synchronize carry out vertical bridge Xiang Yidong；It is described
Bottom plate 34 and the inversion jack indulge bridge into moving process, and multiple horizontal adjustment members 32 are fixed.Cause
And easy, quickly adjustment easy, quickly can be carried out to the position for being inverted jack by the horizontal deviation correction mechanism, and
And the position for being inverted jack can be adjusted separately to on direction across bridge in vertical bridge, can effectively it ensure the inversion
The horizontal position adjustment of jack is in place.
When being adjusted in the vertical direction to the position for being inverted jack, carried out by the vertical deviation correction mechanism
Adjustment, the method particular by the pad dress wedge-shaped steel plate 36 between upper mounted plate 33 and bottom plate 34 are very heavy to the inversion
The position on top is adjusted, thus practical operation is easy, and it is convenient to realize.
In the present embodiment, all vertical jacking apparatus 11 in two access bridge girder jacking apparatus form hydraulic top
Device is risen, all auxiliary support structures 12 in two access bridge girder jacking apparatus form follow-up supporting device.It is practical into
When row jacking, all vertical 2 synchronization actions of jack in the hydraulic jacking device are all in the follow-up supporting device
16 synchronization action of Convenient jack.Also, the hydraulic jacking device and the follow-up supporting device alternating movement, are completed wait push up
Rise the jack-up construction process of access bridge girder 1.Also, what the hydraulic jacking device and the follow-up supporting device alternating movement referred to
It is: alternately replacement, practical operation is carried out to the steel pipe support structure 3 in the hydraulic jacking device and the follow-up supporting device
It is very easy, and replacement process is safe and reliable.
When being determined to the counter-force basis, generally using the cushion cap in bridge substructure as jacking counter-force basis,
The cushion cap or construction thick pillar beam that bridge substructure is generally depended on when not set cushion cap are as jacking counter-force basis；Work as bridge
When being provided with bent cap in substructure, using bent cap as jacking stress point, when being not enough to install liquid in bent cap width range
When pressing jack, using thick pillar beam as jacking stress point；When the not set bent cap of bridge substructure, then with bridge top knot
The girder of structure is as stress point.
It is as shown in figure 19 a kind of when carrying out jack-up construction to Long span bowstring arch bridge access bridge using jack-up system, including with
Lower step:
Step 1: jacking apparatus is installed: being installed respectively to two access bridge girder jacking apparatus, and by two institutes
Access bridge girder jacking apparatus is stated symmetrically to be laid in below the two width longitudinal direction girder 1-1 of left and right of access bridge girder 1 to be jacked；
Step 2: jacking: treating a left side for jacking access bridge girder 1 using two in the step 1 access bridge girder jacking apparatus
Two width longitudinal direction girder 1-1 of right side synchronization is vertically jacked, and is jacked in place until two width longitudinal direction girder 1-1 will be controlled；
Step 3: access bridge substructure connects height: to the access bridge lower part branch being located at below two width longitudinal direction girder 1-1 of left and right
Support structure carries out connecing height respectively, and makes to jack longitudinal direction girder 1-1 described in every width in place in step 2 and be supported in one and connect height
On the access bridge bottom bracing structure afterwards；
Step 4: jacking apparatus is removed: two in the step 1 access bridge girder jacking apparatus are removed respectively, it is complete
At the jacking process of access bridge girder 1 to be jacked.
In the present embodiment, when being installed in step 1 to two access bridge girder jacking apparatus, two access bridges
The installation method of girder jacking apparatus is identical.Two access bridge girder jacking apparatus are symmetrically laid, and can ensure that jacking access bridge master
Uniform force during beam 1 jacks, support are steady.
When being installed any one described access bridge girder jacking apparatus, to the abutment side in the access bridge girder jacking apparatus
Hydraulic jacking device 19, support bridge pier side hydraulic jacking device 20, all columnar pier hydraulic jacking devices 25 and all only columns
Pier hydraulic jacking device 28 is installed respectively, and abutment side hydraulic jacking device 19 is mounted on abutment 18, by support bridge
The vertical bridge pier that pier side hydraulic jacking device 20 is installed, is respectively mounted a pillar bridge on each columnar pier 23
Pier hydraulic jacking device 25, while a Single column pier hydraulic jacking device 28 is respectively mounted on each Single column pier 27, it is ensured that wait jack
It is mounted on a hydraulic jacking device on each support pier of access bridge girder 1, is carried out steadily to treat jacking access bridge girder 1
Jacking.
Before being jacked in step 2, first construct on each columnar pier 23 upper thick pillar beam 15 and lower thick pillar
Beam 14, and pier body thick pillar beam 29 of constructing on each Single column pier 27, while to Horizontal concrete basis 21, strip footing
36 and cross-brace beam 38 construct respectively.
The upper thick pillar beam 15, lower thick pillar beam 14 and pier body thick pillar beam 29 are armored concrete thick pillar beam, reinforced concrete
The installation position of Tu Baozhuliang is flexible, can effectively reduce bearing height, and armored concrete thick pillar beam relies on new-old concrete structure
Between frictional force undertake jacking load, thus old concrete body structure surface is carried out in New-old concrete contact surface range domestic demand
Dabbing processing, dabbing depth is not less than 6mm, to increase coefficient of friction.
In the present embodiment, when constructing upper thick pillar beam 15 and lower thick pillar beam 14 on columnar pier 23, in the upper thick pillar beam
15 and lower 14 present position of thick pillar beam at the lateral wall of columnar pier 23 carry out dabbing processing respectively, so as to upper 15 He of thick pillar beam
Lower thick pillar beam 14 is fastenedly connected with columnar pier 23 to be integrated.
Correspondingly, only column when constructing pier body thick pillar beam 29 on Single column pier 27, at 29 present position of pier body thick pillar beam
The lateral wall of pier 27 carries out dabbing processing, is integrated so that pier body thick pillar beam 29 is fastenedly connected with Single column pier 27.
In the present embodiment, the Long span bowstring arch bridge includes that the main bridge of arch bridge and two are laid in the main bridge of the arch bridge respectively
The arch bridge access bridge of front and rear sides, the main bridge of arch bridge and two arch bridge access bridges are laid on same vertical plane；
Each arch bridge access bridge includes that the access bridge girder and one are supported in below the access bridge girder
The access bridge substructure；
The main bridge of arch bridge includes the arch bridge superstructure that two width of left and right are symmetrically laid, and arch bridge superstructure described in two width is equal
Along bridge Xiang Bushe is indulged, the rear and front end of arch bridge superstructure described in every width is supported on the vertical bridge pier；Every width institute
State arch bridge superstructure and include two arch bridge composite structures being symmetrically arranged and it is multiple along vertical bridge to being connected to from front to back
Crossbeam between two arch bridge composite structures, multiple crossbeams be in horizontal layout and its along the transverse bridge, it is more
A crossbeam is respectively positioned in same level；Each arch bridge composite structure be steel pipe concrete tied arch and it include one
The vertical bridge is set up in arch rib girder surface and be arranged vertically, institute to girder and one in the vertical bridge of horizontal layout
Stating arch rib is steel pipe concrete arch rib；The vertical bridge to girder and the crossbeam be reinforced beam, arch bridge described in every width
Two vertical bridges, which pass through multiple crossbeams to girder and are fastenedly connected, in superstructure is integrated and is formed the main bridge master of a width
Beam；
Two width host bridge girders are respectively the main bridge girder in left side and the right side master on the right side of the main bridge girder in the left side
Bridge girder, longitudinal direction girder 1-1 described in two width is respectively the longitudinal girder in left side and is located at the left side in each access bridge girder
Right side longitudinal direction girder on the right side of longitudinal girder,
The main bridge girder in left side and left side longitudinal direction girder located at the front and rear sides thereof are laid in same vertical plane
On, the main bridge girder in right side and right side longitudinal direction girder located at the front and rear sides thereof are laid on same vertical plane, institute
It states between the main bridge girder in left side and left side longitudinal direction girder located at the front and rear sides thereof and the main bridge girder in the right side and position
It is attached by transverse expansion joint between the right side longitudinal direction girder of its front and rear sides, the transverse expansion joint is in water
Plain cloth is set；
Before being jacked in step 2, by longitudinal direction girder 1-1 described in two width in access bridge girder 1 to be jacked wait connect
Transverse expansion joint between end and host bridge girder disconnects, and makes longitudinal direction girder 1-1 described in two width in access bridge girder 1 to be jacked
It is separated with host bridge girder, while abutment by longitudinal direction girder 1-1 described in two width in access bridge girder 1 to be jacked and below
18 and the vertical bridge pier separate；
The end side to be connected of longitudinal direction girder 1-1 described in every width is provided with one newly in the access bridge girder 1 to be jacked
Girder 30 is built, the newly-built girder 30 is beams of concrete or combination beam and it is along vertical bridge Xiang Bushe；Each newly-built girder 30
It is connect with the end to be connected of girder 1-1 in longitudinal direction described in a width, longitudinal girder that each newly-built girder 30 is connect with it
1-1 is laid on same vertical plane, and multiple vertical supporting piers 31 are provided with below each newly-built girder 30, multiple described
For vertical supporting pier 31 along vertical bridge to laying from front to back, the vertical supporting pier 31 is reinforced concrete bridge pier；
After access bridge substructure connects height in step 3, by longitudinal direction girder 1-1 described in jacking every width in place with an institute
It states newly-built girder 30 and is fastenedly connected and be integrated.
In the present embodiment, when being jacked in step 2, examination jacking is first carried out；It is equal that each inversion jack is detected through examination jacking
After working properly, then formally jacked.
In the present embodiment, before being jacked in step 2, by abutment 18, the vertical bridge pier, columnar pier 23 and solely
Longitudinal girder 1-1 bridge pad being supported is removed on stub 27.
Also, before being jacked in step 2, all columnar piers 23 for treating 1 lower section of jacking access bridge girder is also needed to divide
It is not cut.Also, when being cut to each columnar pier 23, respectively it is inverted in columnar pier hydraulic jacking device 25 very heavy
Top, which is under state of pressure keeping, is cut.
When carrying out access bridge substructure in step 3, to abutment 18, the vertical bridge pier, columnar pier 23 and Single column pier
27 carry out connecing height respectively.
Wherein, when carrying out connecing high to abutment 18, platform roof rail 18-2 is carried out connecing height.It constructs on platform roof rail 18-2 platform
The high bent cap of apical grafting, described high bent cap of apical grafting be armored concrete bent cap and its pour and be integrated with platform roof rail 18-2, it is described
Steel reinforcement cage in the high bent cap of platform apical grafting is fastenedly connected with the steel reinforcement cage in platform roof rail 18-2 to be integrated.To described apical grafting height
After the completion of Coping Construction, construction is supported the access bridge girder 1 to be jacked of jacking in place on the described high bent cap of apical grafting
Bridge pad.
When carrying out connecing high to platform roof rail 18-2, comprising the following steps:
Step A1, the concrete on the top platform roof rail 18-2 is cut, and exposes platform roof rail 18-2 upper inner
Steel reinforcement cage；
Step A2, the steel reinforcement cage in the described high bent cap of apical grafting is bound, and by institute's banding steel cage and platform top cover
Steel reinforcement cage in beam 18-2, which is fastenedly connected, to be integrated；
Step A3, in platform roof rail 18-2 upper outside branching standing template, and using the template of institute Zhi Li to described apical grafting
High bent cap carries out concreting, obtains the described high bent cap of apical grafting of construction molding.
In the present embodiment, before being jacked in step 2, also need to remove the barricade on abutment 18.
In the present embodiment, before constructing to newly-built girder 30, also need to be transformed abutment 18, specifically in abutment
Steel reinforced concrete abutment foundation 18-3 increases basis 18-4, the newly-increased basis of the abutment newly close to the side construction abutment of newly-built girder 30 in 18
18-4 be Bored Pile Foundation and its be reinforced concrete foundation, the abutment increase newly basis 18-4 in horizontal cushion cap and steel reinforced concrete bridge
The horizontal cushion cap of stylobate plinth 18-3, which pours, to be integrated；Meanwhile the close newly-built girder 30 of each floor 18-1 in abutment 18
Side construct newly-increased floor 18-5, and pour newly-increased floor 18-5 with floor 18-1 and be integrated, the newly-increased floor 18-
5 be reinforced concrete structure；Also, it constructs in platform roof rail 18-2 close to the side of newly-built girder 30 and increases bent cap 18-6, institute newly
State newly-increased bent cap 18-6 be armored concrete bent cap and its pour and be integrated with platform roof rail 18-2, just abutment 18 is transformed in this way
One end for bridge pier, and the newly-built girder 30 is supported on the bridge pier.
When carrying out connecing high to the vertical bridge pier, horizontal bent cap 37 is carried out connecing height.Horizontal bent cap 37 is carried out connecing height
When, pier top of constructing on horizontal bent cap 37 connects high bent cap, and it is armored concrete bent cap and itself and level that the pier top, which connects high bent cap,
Bent cap 37, which pours, to be integrated, and it is one that the steel reinforcement cage that the pier top connects in steel reinforcement cage and horizontal bent cap 37 in high bent cap, which is fastenedly connected,
Body.
After the completion of the pier top connects high Coping Construction, the pier top connect on high bent cap construct to jacking in place wait push up
Rise the bridge pad that access bridge girder 1 is supported.
When carrying out connecing high to horizontal bent cap 37, comprising the following steps:
Step B1, the concrete on horizontal 37 top of bent cap is cut, and exposes the steel of horizontal 37 upper inner of bent cap
Muscle cage；
Step B2, it connects the steel reinforcement cage in high bent cap to the pier top to bind, and by institute's banding steel cage and horizontal cover
Steel reinforcement cage in beam 37, which is fastenedly connected, to be integrated；
Step B3, in horizontal 37 upper outside branching standing template of bent cap, and height is connect to the pier top using the template of institute Zhi Li
Bent cap carries out concreting, and the pier top for obtaining construction molding connects high bent cap.
As shown in figure 20, when araeosystyle bridge pier 23 carries out connecing high, each vertical pier stud 13 in columnar pier 23
Equal construction connection pier stud 39 between the lower part pier stud and the top pier stud, the connection pier stud 39 for reinforced column and
It is laid on the same vertical line with the lower part pier stud and the top pier stud being connect.Each vertical pier stud
Pass through the vertical applied force in connection pier stud 39 between lower part pier stud described in 13 and the vertical applied force reinforcing bar of the top pier stud
Reinforcing bar, which is fastenedly connected, to be integrated.
It is applied between the lower part pier stud and the top pier stud of the vertical pier stud 13 described in any of columnar pier 23
When work connects pier stud 39, comprising the following steps:
Step C1, the concrete of top pier stud lower part is cut, makes the perpendicular of the top pier stud lower inside
Expose to steel bar stress, and the vertical applied force reinforcing bar ride out is 22cm~28cm；Meanwhile to the lower part pier stud
The concrete on top is cut, and exposes the vertical applied force reinforcing bar of the lower part pier stud inside upper part, and the vertical applied force
Reinforcing bar ride out is 22cm~28cm；
Step C2, the steel reinforcement cage in connection pier stud 39 is bound on lower thick pillar beam 14, and will using sleeve is squeezed
Connect pier stud 39 in steel reinforcement cage in each vertical applied force reinforcing bar respectively with it is vertical in the lower part pier stud and the top pier stud
Steel bar stress is fastenedly connected；
Step C3, on lower thick pillar beam 14, branch founds the template for connection pier stud 39 of constructing, and utilizes institute's branching standing template pair
It connects pier stud 39 and carries out concreting.
It pours and is integrated to make to connect pier stud 39 with the lower part pier stud and the top pier stud, mixed in step C3
Before solidifying soil pours, also need to the lower part pier stud and the top pier stud with connect the concrete surface of pier stud 39 respectively into
Row dabbing processing, in favor of the connection of the old and new's concrete.
It is constructed using lower thick pillar beam 14 in step C2 and step C3, easy construction, the effectively save construction cost of energy,
And save the construction period.
Lead between the lower part pier stud and the top pier stud of each vertical pier stud 13 in the columnar pier 23
It crosses after connection pier stud 39 is attached, acquisition connects pier stud after height；It is described to connect after height after the completion of pier stud construction, also height need to be connect described
Construction reinforced concrete enveloped layer on the outside of pier stud afterwards, the cross section of the reinforced concrete enveloped layer are circular ring shape and its coaxial sleeve
It is connect after height on the outside of pier stud mounted in described, by the reinforced concrete enveloped layer to the connection pier stud 39 connect after height in pier stud
And the junction between connection pier stud 39 and the lower part pier stud and the top pier stud is reinforced.
To logical between the lower part pier stud and the top pier stud of two in the columnar pier 23 vertical pier studs 13
It crosses after connection pier stud 39 is attached, upper thick pillar beam 15 is removed.The upper surface of the reinforced concrete enveloped layer is higher than
The upper surface of upper thick pillar beam 15.
In the present embodiment, when constructing to the reinforced concrete enveloped layer, constructed using lower thick pillar beam 14.
When constructing to the reinforced concrete enveloped layer, props up and stood for the reinforced concrete enveloped of constructing on lower thick pillar beam 14
The template of layer, and constructed using the template of institute Zhi Li to the reinforced concrete enveloped layer.Also, the outsourcing reinforcing bar is mixed
Steel reinforcement cage in solidifying soil layer, which is fastenedly connected by bar planting with lower thick pillar beam 14, to be integrated, thus by lower thick pillar beam 14 be it is described outside
Packet reinforced concrete floor provides great convenience, while being also convenient for formwork.Since lower thick pillar beam 14 is temporary structure in itself, tearing open
Packet portion is constructed in addition to first carrying out column before, and field resources are utilized well.
After the completion of reinforced concrete enveloped layer construction, that completes columnar pier 23 connects high process, without to lower armful
Column beam 14 is removed.The lower thick pillar beam 14 backfills, not only easy construction, and it is integrally-built to be more advantageous to bridge
Stablize.
When carrying out connecing high to Single column pier 27, constructs one on Single column pier 27 and connect high pier stud, it is described to connect high pier stud as reinforcing bar
Performance of concrete column confined and its surface for being located at Single column pier 27.
When carrying out connecing high to Single column pier 27, comprising the following steps:
Step D1, the concrete on 27 top of Single column pier is cut, makes the vertical applied force steel of 27 inside upper part of Single column pier
Muscle exposes, and the vertical applied force reinforcing bar ride out is 22cm~28cm；
Step D2, it connects the steel reinforcement cage in high pier stud to described on Single column pier 27 and binds, and will using sleeve is squeezed
Each vertical applied force reinforcing bar fastens with the vertical applied force reinforcing bar in Single column pier 27 connect respectively in the steel reinforcement cage connect in high pier stud
It connects；
Step D3, on Single column pier 27, branch is stood for the template for connecing high pier stud of constructing, and utilizes institute's branching standing template pair
It is described to connect high pier stud progress concreting.
After it is described connect the construction of high pier stud after the completion of, in the access bridge master to be jacked for connecing and constructing on high pier stud to jacking in place
The bridge pad that beam 1 is supported.
The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention
Technical spirit any simple modification to the above embodiments, change and equivalent structural changes, still fall within skill of the present invention
In the protection scope of art scheme.
Claims (10)
1. a kind of Long span bowstring arch bridge access bridge jack-up system, it is characterised in that: symmetrically lay including left and right and treat top for two
The access bridge girder jacking apparatus that access bridge girder (1) is vertically jacked is risen, the access bridge girder (1) to be jacked is Long span tie-rod
The access bridge girder of arch bridge；The access bridge girder (1) to be jacked in horizontal layout and it include the left and right longitudinal direction symmetrically laid of two width
Girder (1-1), longitudinal direction girder (1-1) described in two width is along vertical bridge Xiang Bushe；Each access bridge girder jacking apparatus supports
The underface of longitudinal direction girder (1-1) described in a width, each access bridge girder jacking apparatus include that an abutment side is hydraulic
Jacking apparatus (19) and a bridge pier side hydraulic jacking device (20), abutment side hydraulic jacking device (19) and bridge pier side liquid
Press the structure of jacking apparatus (20) identical and both for access bridge beam-ends jacking apparatus；
The access bridge girder (1) to be jacked is supported in access bridge substructure, and the access bridge substructure includes that left and right two is right
Claim the access bridge bottom bracing structure laid, longitudinal direction girder (1-1) described in every width is supported in the access bridge lower support knot
On structure；Each access bridge bottom bracing structure includes on an abutment (18) and a vertical bridge pier；The longitudinal direction girder
The one end of (1-1) is the end to be connected being supported on abutment (18), and the other end of the longitudinal direction girder (1-1) is described to be supported in
Connecting pin on vertical bridge pier；
The abutment side hydraulic lifting vertically jacked to longitudinal girder (1-1) is provided on each abutment (18)
Device (19) is provided with the bridge pier side liquid vertically jacked to longitudinal girder (1-1) on each vertical bridge pier
It presses jacking apparatus (20)；Each abutment side hydraulic jacking device (19) is supported in longitudinal girder (1-1)
Below the end to be connected, each bridge pier side hydraulic jacking device (20) is supported in longitudinal girder (1-1)
The connecting pin below；
Each abutment side hydraulic jacking device (19) is supported on the abutment foundation of an abutment (18), Mei Gesuo
It states bridge pier side hydraulic jacking device (20) and is supported on the pier footing of a vertical bridge pier or is supported in a water
On flat concrete foundation (21), the Horizontal concrete basic (21) is located at the pier footing side and itself and the bridge pier base
Plinth, which pours, to be integrated；The abutment foundation and the pier footing are the reinforced concrete foundation in horizontal layout；The bridge
Stylobate plinth, the pier footing and the Horizontal concrete basic (21) are counter-force basis；
Each access bridge beam-ends jacking apparatus includes the transverse distribution beam for being supported in the bottom longitudinal girder (1-1) together
(22), multiple vertical jacking apparatus (11) laid from left to right along direction across bridge and it is multiple laid from left to right along direction across bridge it is auxiliary
It helps support construction (12), the vertical jacking apparatus (11) and auxiliary support structure (12) is arranged vertically and the number of the two
Measure it is all the same, the vertical jacking apparatus (11) and auxiliary support structure (12) be supported in transverse distribution beam (22) just under
Side, the transverse distribution beam (22) is along the transverse bridge and it is laid with the bottom surface of longitudinal girder (1-1) is supported in parallel；Often
Multiple vertical jacking apparatus (11) and multiple auxiliary support structures (12) are laid in a access bridge beam-ends jacking apparatus
In on the same cross section of access bridge girder (1) to be jacked, vertically jacking is filled described in each access bridge beam-ends jacking apparatus
It sets (11) and auxiliary support structure (12) is in be laid staggeredly；
The vertical jacking apparatus (11) includes vertical jack (2) and the vertical branch that is laid in immediately below vertical jack (2)
Mechanism is pushed up, the auxiliary support structure (12) includes Convenient jack (16) and is laid in perpendicular immediately below Convenient jack (16)
To support construction, the vertical support top mechanism and the vertical supporting structure are temporary support structure；The vertical jack
(2) and Convenient jack (16) is the inversion jack being arranged vertically, the inversion jack be pedestal upward and just
Property top lift part hydraulic jack directed downwardly；Each pedestal for being inverted jack is horizontally fixed on the cross right above it
To distribution beam (22) bottom, each equal support top of rigid top lift part for being inverted jack is described interim immediately below it
In support construction；Each temporary support structure is superposed on the basis of the counter-force below, each described to face
When support construction be spliced by multiple temporary supports laid from bottom to up, the structure of multiple temporary supports is equal
It is identical and it is the steel pipe support structure (3) in horizontal layout；
The steel pipe support structure (3) is cylinder, and the diameter of all steel pipe support structures (3) is equal in the temporary support structure
It is identical and it is in coaxial laying；Each steel pipe support structure (3) include vertical supporting steel pipe (3-1), one it is coaxial
The upper connection ring (3-2) for being fixed on the top vertical supporting steel pipe (3-1) and one are coaxially fixed on the bottom vertical supporting steel pipe (3-1)
The lower connection ring (3-3) in portion, the upper connection ring (3-2) and lower connection ring (3-3) is horizontal circle doughnut-shaped steel plate and the two is equal
It is fixed on the lateral wall of vertical supporting steel pipe (3-1), the structure and ruler of the upper connection ring (3-2) and lower connection ring (3-3)
It is very little all the same；The upper surface of the upper connection ring (3-2) and the upper surface flush of vertical supporting steel pipe (3-1), lower connection ring
The bottom surface of (3-3) and the bottom surface flush of vertical supporting steel pipe (3-1)；On the upper connection ring (3-2) and lower connection ring (3-3)
It is provided with multiple along the circumferential direction uniformly distributed bolt mounting holes；
Neighbouring two steel pipe support structures (3) form a steel pipe support combination, institute in the temporary support structure
Stating the steel pipe support structure (3) being located above in steel pipe support combination is upper steel pipe support structure, in the steel pipe support combination
Underlying steel pipe support structure (3) is lower steel pipe support structure, upper steel pipe support knot described in the steel pipe support combination
The lower connection ring (3-3) of structure and the upper connection ring (3-2) of the lower steel pipe support structure are connected by the fastening of multiple connection bolts (4)
It is connected in one, is fastenedly connected the lower connection ring (3-3) being integrated and upper connection ring (3-2) by multiple connections bolt (4)
Form a reinforcing ring；The connection bolt (4) is arranged vertically, and each connection bolt (4) is mounted on described add
Gu in two bolt mounting holes being connected to up and down in ring.
2. a kind of Long span bowstring arch bridge access bridge jack-up system described in accordance with the claim 1, it is characterised in that: draw described in each
Bridge girder jacking apparatus further includes multiple jack deviation correction mechanisms being adjusted to the position for being inverted jack；Each institute
State included inversion in the quantity and the access bridge girder jacking apparatus of jack deviation correction mechanism described in access bridge girder jacking apparatus
The quantity of jack is identical, is mounted on a jack on each inversion jack in the access bridge girder jacking apparatus
Deviation correction mechanism；
The jack deviation correction mechanism includes the horizontal deviation correction mechanism that horizontal adjustment is carried out to the position for adjusting inversion jack,
The horizontal deviation correction mechanism include multiple horizontal adjustment members (32), one for adjust be inverted jack pedestal peace hold it is solid
Fixed board (34) and a upper mounted plate (33) being located above bottom plate (34), the structure of multiple horizontal adjustment members (32)
It is all the same and its be along the circumferential direction laid in adjust be inverted jack surrounding on the outside of；Adjust the pedestal water for being inverted jack
Flat to be fixed on bottom plate (34) bottom, the bottom plate (34), which is fixed on to adjust, is inverted above the pedestal of jack, institute
State bottom plate (34) by flat plate and its with adjustment be inverted jack pedestal in it is parallel laying；Fixed plate
It (33) is flat plate；
Each horizontal adjustment member (32) is coaxially installed on including a shank of bolt (32-1) being arranged vertically, one
Stop nut (32-2) and a upper sliding component (32- being coaxially mounted at the top of shank of bolt (32-1) on shank of bolt (32-1)
3), the shank of bolt (32-1) is straight shank, and the stop nut (32-2) is located at below upper sliding component (32-3), the limit
It is threadably attached between nut (32-2) and shank of bolt (32-1)；
Multiple horizontal sliding slots (33-1) for upper sliding component (32-3) horizontal slidings and more are provided on fixed plate (33)
It is a for shank of bolt (32-1) carry out transverse shifting lateral jack (33-2), the horizontal sliding slot (33-1) be straight slot and its
It is laid with upper mounted plate (33) in parallel, the upper sliding component (32-3) is laid with upper mounted plate (33) in parallel；The transverse direction
The quantity of slippage slot (33-1) is identical as the quantity of upper sliding component (32-3), and multiple horizontal sliding slots (33-1) are in parallel
It lays and its direction across bridge along institute's construction bridges is laid, the structure snd size of multiple horizontal sliding slots (33-1) are equal
It is identical；The quantity of the transverse direction jack (33-2) is identical as the quantity of horizontal sliding slot (33-1), multiple lateral jacks
(33-2) is elongate holes and its structure snd size is all the same, multiple lateral jacks (33-2) with horizontal sliding slot
(33-1) is laid in parallel；The length of the transverse direction jack (33-2) is identical as the length of horizontal sliding slot (33-1), the cross
It is greater than the width of horizontal sliding slot (33-1) to the width of jack (33-2)；Each lateral jack (33-2) is respectively positioned on one
The underface of the horizontal sliding slot (33-1), each lateral jack (33-2) with the horizontal sliding that is located at right above it
Slot (33-1) connection；
Multiple longitudinal jacks (34-1) vertically moved for shank of bolt (32-1) are provided on the bottom plate (34), it is multiple
The longitudinal direction jack (34-1) is elongate holes and its structure snd size is all the same, and multiple longitudinal jacks (34-1) are in
It is parallel lay and its with lateral jack (33-2) perpendicular laying；The quantity of the longitudinal direction jack (34-1) and lateral jack
The quantity of (33-2) is identical, and each longitudinal jack (34-1) is respectively positioned below the lateral jack (33-2), each
The longitudinal direction jack (34-1) forms a cross adjusting hole with the lateral jack (33-2) being disposed below；It is each described
Longitudinal jack (34-1) and lateral jack (33-2) areas of crossings are for a shank of bolt in cross adjusting hole
The bolt mounting holes of (32-1) installation, each shank of bolt (32-1) are mounted in the bolt mounting holes；
Upper mounted plate (33) and bottom plate (34) form horizontal adjustment platform in the jack deviation correction mechanism, it is each it is described on
Sliding component (32-3) is laid in the horizontal sliding slot (33-1), and each stop nut (32-2) is supported in
Bottom plate (34) bottom, each shank of bolt (32-1) are fastened by upper sliding component (32-3) and stop nut (32-2)
It is fixed on the horizontal adjustment platform；The bottom plate (34) passes through multiple horizontal adjustment members (32) and upper mounted plate
(33) it is fastenedly connected.
3. a kind of Long span bowstring arch bridge access bridge jack-up system according to claim 2, it is characterised in that: the jack
Deviation correction mechanism further includes the vertical deviation correction mechanism being adjusted on vertical plane to the position for adjusting inversion jack, described perpendicular
It include the wedge-shaped steel plate (35) that branch is padded between upper mounted plate (33) and bottom plate (34), the vertical correction to deviation correction mechanism
Fastening is clipped between upper mounted plate (33) and bottom plate (34).
4. according to a kind of Long span bowstring arch bridge access bridge jack-up system described in claim 1,2 or 3, it is characterised in that: described
Steel pipe support structure (3) in temporary support structure positioned at bottom is bottom steel pipe support structure, the bottom steel pipe support knot
The lower connection ring (3-3) of structure is bottom support ring, and the bottom support ring is fixed on the counter-force by multiple lower anchor bolts (10)
On the basis of, the lower anchor bolt (10) is arranged vertically；The bolt mounting holes in the bottom support ring are bottom installation
Hole, each lower anchor bolt (10) are mounted in the bottom mounting apertures.
5. according to a kind of Long span bowstring arch bridge access bridge jack-up system described in claim 1,2 or 3, it is characterised in that: described
Access bridge bottom bracing structure further includes multiple columnar piers (23) being respectively positioned between abutment (18) and the vertical bridge pier, multiple
The columnar pier (23) along vertical bridge to laying from front to back, and multiple columnar piers (23) are arranged vertically and it is equal
It is supported in the underface of longitudinal direction girder (1-1) described in a width；
The structure of multiple columnar piers (23) is all the same, and each columnar pier (23) includes the two symmetrical cloth in left and right
If vertical pier stud (13) and a top bent cap (24) being supported in above two vertical pier studs (13), the vertical pier
Column (13) is reinforced column, and the top bent cap (24) is concrete bent cap along the transverse bridge, and two described vertical
Pier stud (13) is fastenedly connected by top bent cap (24) and is integrated；
The access bridge girder jacking apparatus further includes multiple columnar pier hydraulic jacking devices (25), the columnar pier hydraulic top
The quantity for rising device (25) is identical as the quantity of columnar pier (23) in the access bridge bottom bracing structure, each pillar bridge
The columnar pier hydraulic jacking device (25) is provided on pier (23)；
Abutment side hydraulic jacking device (19) in each access bridge girder jacking apparatus, bridge pier side hydraulic jacking device (20) and
Multiple columnar pier hydraulic jacking devices (25) are laid on same vertical plane, multiple columnar pier hydraulic liftings
The structure of device (25) is all the same, and each columnar pier hydraulic jacking device (25) is respectively positioned on longitudinal direction girder described in a width
The underface of (1-1)；
A lower thick pillar beam (14) and one upper thick pillar beam (15) are provided on each columnar pier (23), it is described above to embrace
Column beam (15) is located at the surface of lower thick pillar beam (14)；The lower thick pillar beam (14) and upper thick pillar beam (15) are horizontal thick pillar
Beam, the horizontal thick pillar beam are the reinforced beam being fixed on two vertical pier studs (13), the horizontal thick pillar beam
For rectangle and its be set on two vertical pier studs (13)；Each columnar pier hydraulic jacking device (25) supports
Between a lower thick pillar beam (14) and the upper thick pillar beam (15) being located at right above the lower thick pillar beam (14), the lower thick pillar
Beam (14) is the counter-force basis；
Each columnar pier hydraulic jacking device (25) include be supported in lower thick pillar beam (14) and upper thick pillar beam (15) it
Between vertical hydraulic climbing mechanism, the vertical hydraulic climbing mechanism includes vertical jacking apparatus (11) and auxiliary support structure
(12)；Each pedestal for being inverted jack is horizontally fixed on thick pillar in the columnar pier hydraulic jacking device (25)
Beam (15) bottom, each equal support top of rigid top lift part for being inverted jack is in the temporary support knot being located at immediately below it
On structure；Each temporary support structure is supported in lower thick pillar beam (14) in the columnar pier hydraulic jacking device (25)
On.
6. a kind of Long span bowstring arch bridge access bridge jack-up system according to claim 5, it is characterised in that: each column
The quantity of vertical hydraulic climbing mechanism described in formula bridge pier hydraulic jacking device (25) is two groups, vertical hydraulic lifting described in two groups
Mechanism symmetric support is above the left and right sides of lower thick pillar beam (14)；Vertical hydraulic climbing mechanism described in every group includes two right
Claim the vertical hydraulic climbing mechanism for being laid in vertical pier stud (13) front and rear sides；
Each vertical hydraulic climbing mechanism include two vertical jacking apparatus (11) and one be supported in two it is described perpendicular
To the auxiliary support structure (12) between jacking apparatus (11), two vertical tops in each vertical hydraulic climbing mechanism
Liter device (11) is symmetrically laid in the left and right sides of auxiliary support structure (12) and three is laid in access bridge girder (1) to be jacked
The same cross section on.
7. a kind of bridge pier hydraulic jacking device according to claim 5, it is characterised in that: each pillar bridge
A jacking-up spacing device is provided on pier (23)；
The length of the lower thick pillar beam (14) is identical as the length of upper thick pillar beam (15), and the width of the lower thick pillar beam (14) is greater than
The width of upper thick pillar beam (15)；
Each jacking-up spacing device includes two jacking-up spacing mechanisms being symmetrical with above lower thick pillar beam (14) left and right ends,
Each jacking-up spacing mechanism includes two jacking-up spacing columns (17) for being symmetrical with lower thick pillar beam (14) rear and front end；It is described
Jacking-up spacing column (17) is vertical upright column, and the vertical upright column is the steel column being spliced by multiple straight rod pieces；The top
The quantity for rising jacking-up spacing column (17) in limiting device is four, and four jacking-up spacing columns (17) are separately fixed at lower thick pillar
On four apex angles of beam (14)；
Between two jacking-up spacing columns (17) that the upper thick pillar beam (15) is installed in the jacking-up spacing mechanism.
8. a kind of bridge pier hydraulic jacking device according to claim 5, it is characterised in that: access bridge lower part branch
Support structure further includes multiple Single column piers (27) being respectively positioned between abutment (18) and the vertical bridge pier, multiple Single column piers
(27) along vertical bridge to laying from front to back, multiple Single column piers (27) are arranged vertically and it is supported in described in a width
The underface of longitudinal girder (1-1)；
The access bridge girder jacking apparatus further includes multiple Single column pier hydraulic jacking devices (28), the Single column pier hydraulic lifting dress
The quantity for setting (28) is identical as the quantity of Single column pier (27) in the access bridge bottom bracing structure, on each Single column pier (27)
It is provided with the Single column pier hydraulic jacking device (28)；
All columnar piers (23) are divided into two groups of front and back, columnar pier described in every group in each access bridge bottom bracing structure
(23) include it is multiple along vertical bridge to the columnar pier (23) laid from front to back；It is more in each access bridge bottom bracing structure
A Single column pier (27) be respectively positioned on two groups described between columnar pier (23), it is multiple in each access bridge bottom bracing structure
The Single column pier (27) is laid on the same vertical plane with columnar pier (23) described in two groups；
Each Single column pier (27) includes a vertical pier stud (27-1), and the vertical pier stud (27-1) is located at described in a width
The underface of longitudinal girder (1-1)；
A pier body thick pillar beam (29) is provided on each Single column pier (27), the pier body thick pillar beam (29) is to be fixed on
On vertical pier stud (27-1) and in the reinforced beam of horizontal layout, the pier body thick pillar beam (29) is rectangular and it is set in
On vertical pier stud (27-1)；Each Single column pier hydraulic jacking device (28) is supported in the pier body thick pillar beam (29)
On, the pier body thick pillar beam (29) is the counter-force basis；
Each Single column pier hydraulic jacking device (28) is laid in along vertical bridge to laying including multiple groups same perpendicular from front to back
The structure of the pier body lifting body faced directly, pier body lifting body described in multiple groups is all the same and it is respectively positioned on described in a width and longitudinally leads
The underface of beam (1-1)；Pier body lifting body described in every group includes two and is symmetrically laid in left and right vertical pier stud (27-1) two
The vertical jacking apparatus (11) of side and two auxiliary support structures (12) being symmetrically laid at left and right sides of vertical pier stud (27-1),
Two auxiliary support structures (12) are respectively positioned on two vertical jacking apparatus (11) in pier body lifting body described in every group
Between, two auxiliary support structures (12) and two vertical jacking apparatus (11) in pier body lifting body described in every group
It is respectively positioned on the same cross section of access bridge girder (1) to be jacked；
Each horizontal branch of the pedestal for being inverted jack is withstood in the Single column pier hydraulic jacking device (28) draws wait jack
Bridge girder (1) bottom, each equal support top of rigid top lift part for being inverted jack is in the interim branch being located at immediately below it
On support structure；Each temporary support structure is supported in pier body thick pillar beam in the Single column pier hydraulic jacking device (28)
(29) on.
9. a kind of method that jack-up construction is carried out to Long span bowstring arch bridge access bridge using jack-up system as described in claim 1,
It is characterized in that, method includes the following steps:
Step 1: jacking apparatus is installed: installing, and will draw described in two respectively to two access bridge girder jacking apparatus
Bridge girder jacking apparatus is symmetrically laid in immediately below the two width longitudinal direction girder (1-1) of left and right of access bridge girder (1) to be jacked；
Step 2: jacking: treating the left and right of jacking access bridge girder (1) using two in the step 1 access bridge girder jacking apparatus
The synchronization of two width longitudinal direction girders (1-1) is vertically jacked, and is jacked in place until two width longitudinal directions girder (1-1) will be controlled；
Step 3: access bridge substructure connects height: to the access bridge lower support being located at below two width longitudinal direction girders (1-1) of left and right
Structure carries out connecing height respectively, and makes to jack longitudinal direction girder (1-1) described in every width in place in step 2 and be supported in one and connect height
On the access bridge bottom bracing structure afterwards；
Step 4: jacking apparatus remove: two in the step 1 access bridge girder jacking apparatus are removed respectively, complete to
Jack the jacking process of access bridge girder (1).
10. according to the method for claim 9, it is characterised in that: the Long span bowstring arch bridge includes the main bridge of arch bridge and two
A arch bridge access bridge for being laid in the main bridge front and rear sides of the arch bridge respectively, the main bridge of arch bridge and two arch bridge access bridges are laid
In on same vertical plane；
Each arch bridge access bridge include the access bridge girder and one be supported in it is described below the access bridge girder
Access bridge substructure；
The main bridge of arch bridge includes the arch bridge superstructure that two width of left and right are symmetrically laid, and arch bridge superstructure described in two width is along vertical
The rear and front end of bridge Xiang Bushe, arch bridge superstructure described in every width are supported on the vertical bridge pier；Encircle described in every width
Bridge superstructure include two arch bridge composite structures being symmetrically arranged and it is multiple along vertical bridge to being connected to two from front to back
Crossbeam between the arch bridge composite structure, multiple crossbeams be in horizontal layout and its along the transverse bridge, Duo Gesuo
Crossbeam is stated to be respectively positioned in same level；Each arch bridge composite structure be steel pipe concrete tied arch and it include one in water
The vertical bridge that plain cloth is set is set up in the vertical bridge to arch rib girder surface and be arranged vertically, the arch to girder and one
Rib is steel pipe concrete arch rib；The vertical bridge to girder and the crossbeam be reinforced beam, arch bridge top described in every width
Two vertical bridges, which pass through multiple crossbeams to girder and are fastenedly connected, in structure is integrated and is formed the main bridge girder of a width；
Two width host bridge girders are respectively the main bridge girder in left side and the main bridge master in right side on the right side of the main bridge girder in the left side
Beam, longitudinal direction girder (1-1) described in two width is respectively the longitudinal girder in left side in each access bridge girder and to be located at the left side vertical
Right side longitudinal direction girder on the right side of to girder,
The main bridge girder in left side and left side longitudinal direction girder located at the front and rear sides thereof are laid on same vertical plane, institute
It states the main bridge girder in right side and right side longitudinal direction girder located at the front and rear sides thereof is laid on same vertical plane, the left side
Between main bridge girder and left side longitudinal direction girder located at the front and rear sides thereof and the main bridge girder in the right side be located at its before
It is attached afterwards by transverse expansion joint between the right side longitudinal direction girder of two sides, the transverse expansion joint is in horizontal cloth
If；
It, will longitudinal direction girder (1-1) and host bridge described in two width in access bridge girder (1) be jacked before being jacked in step 2
Girder separates, at the same will in access bridge girder (1) be jacked longitudinal direction girder (1-1) described in two width with below abutment (18) and
The vertical bridge pier separates；
The end side to be connected of longitudinal direction girder (1-1) described in every width is provided with one newly in the access bridge girder (1) to be jacked
It builds girder (30), the newly-built girder (30) is beams of concrete or combination beam and it is along vertical bridge Xiang Bushe；Each newly-built master
Beam (30) is connect with the end to be connected of longitudinal direction girder (1-1) described in a width, and each newly-built girder (30) is connect with it
Longitudinal girder (1-1) be laid on same vertical plane, be provided with multiple vertical branch below each newly-built girder (30)
It supports pier (31), for multiple vertical supporting piers (31) along vertical bridge to laying from front to back, the vertical supporting pier (31) is reinforcing bar
Concrete pier；
After access bridge substructure connects height in step 3, by longitudinal direction girder (1-1) described in the every width of jacking in place and described in one
Newly-built girder (30), which are fastenedly connected, to be integrated.
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| CN201910732062.4A CN110424246A (en) | 2019-08-08 | 2019-08-08 | A kind of Long span bowstring arch bridge access bridge jack-up system and jack-up construction method |
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| CN201910732062.4A CN110424246A (en) | 2019-08-08 | 2019-08-08 | A kind of Long span bowstring arch bridge access bridge jack-up system and jack-up construction method |
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