CN107841952A - Adhesion type high-altitude mount support and rigid frame-continuous girder end bay cast-in-place section construction method - Google Patents
Adhesion type high-altitude mount support and rigid frame-continuous girder end bay cast-in-place section construction method Download PDFInfo
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- CN107841952A CN107841952A CN201711233981.4A CN201711233981A CN107841952A CN 107841952 A CN107841952 A CN 107841952A CN 201711233981 A CN201711233981 A CN 201711233981A CN 107841952 A CN107841952 A CN 107841952A
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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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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Abstract
The invention discloses a kind of adhesion type high-altitude mount support and rigid frame-continuous girder end bay cast-in-place section construction method, the support includes the high-altitude support and multiple adhesion type attachment structures from top to bottom laid on the inside of bridge pier, and high-altitude support is laid along direction across bridge and it is fixedly secured on bridge pier by multiple adhesion type attachment structures；Vertical supports include the two well cabinet frames symmetrically laid in left and right, adhesion type attachment structure includes one of connecting cross beam and four horizontal brace rods, connecting cross beam in horizontal layout and its laid along direction across bridge, connecting cross beam is fixedly secured on the madial wall of pier shaft by more pull bars；The method comprising the steps of：First, adhesion type high-altitude mount support is set up；2nd, formwork erection；3rd, end bay Cast-in-Situ Segment pouring construction.Reasonable in design, easy construction of the invention and using effect is good, intersecting parallels assembled steel pipe holder is combined with without the pre-buried adhesion type attachment structure of scar formula, can effectively solve high-altitude cast-in-place section construction problem, work progress is safe and reliable.
Description
Technical field
It is continuous more particularly, to a kind of adhesion type high-altitude mount support and firm structure the invention belongs to technical field of bridge construction
Beam end bay cast-in-place section construction method.
Background technology
With the development of national economy, China railways bridge cause fast development, China is in Bridge Design theory, construction skill
Caught up with terms of art and equipment or close to advanced international standard, large span is over strait, crossing-fiver bridge construction is continuously increased.It is continuous firm
Structure bridge is the continuous bridge of pier consolidation, and continuous rigid frame bridge is usually multiple span bridge, and the bridge main beam of continuous rigid frame bridge is firm
Structure continuous beam, large span rigid frame-continuous girder refer to the rigid frame-continuous girder of porous across footpath overall length >=100 meter and single hole across footpath >=40 meter.
For end bay is with respect to main span, across footpath it is maximum one across referred to as main span, and across footpath is less is referred to as end bay.It is high to support
When high-altitude end bay Cast-in-Situ Segment of the degree more than 30m is constructed, difficulty of construction is larger, and bearing height is more than 50m, more than deck-molding 5m
The difficulty of construction of superaltitude large volume end bay Cast-in-Situ Segment is bigger, and domestic and international referential construction information is considerably less.
The content of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that it is high to provide a kind of adhesion type
Empty mount support, its reasonable in design, easy construction and using effect is good, by intersecting parallels assembled steel pipe holder with it is pre- without scar formula
Bury adhesion type attachment structure to be combined, can effectively solve high-altitude cast-in-place section construction problem, work progress is safe and reliable.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of adhesion type high-altitude mount support, it is special
Sign is：Including the high-altitude support on the inside of bridge pier and multiple adhesion type attachment structures from top to bottom laid, the high-altitude
Support is laid along direction across bridge and it is fixedly secured on bridge pier by multiple adhesion type attachment structures, the adhesion type connection
Structure is in horizontal layout；The bridge pier includes pile foundation, the horizontal cushion cap being supported in pile foundation and is laid on horizontal cushion cap
Pier shaft, the pier shaft is hollow pier；
The high-altitude support is not less than 50m vertical supports for height, and the vertical supports are divided into multiple from the bottom to top
Frame section, it is fastenedly connected between neighbouring two bracket subsections and is integrated by flange；
The vertical supports include the two well cabinet frames symmetrically laid in left and right, between two well cabinet frames by it is multiple by
The up to lower horizontal connection structure laid is fastenedly connected；What each well cabinet frame was along the circumferential direction uniformly laid including four
Vertical supporting steel pipe, four vertical supporting steel pipes include two inner side steel pipes and two outside steel pipes, the every inner side
An outside steel pipe is provided with the outside of steel pipe, between two inner side steel pipes, between two outside steel pipes
And the steel pipe connecting from top to bottom laid by multiple tracks between the every inner side steel pipe and outside steel pipe on the outside of it
Extension bar, which is fastenedly connected, to be integrated；Four inner side steel pipes in the vertical supports are laid in same from left to right along direction across bridge
On vertical plane, four outside steel pipes in the vertical supports are laid on same vertical plane from left to right along direction across bridge；
The bottom of four inner side steel pipes is supported on horizontal cushion cap；
Four are provided with the inside of the horizontal cushion cap respectively for the anchor pile of outside steel pipe bottom support, the anchoring
Stake is in vertically to laying；An anchor pile is provided with immediately below the every outside steel pipe, the anchor pile is steel
Rib concrete pile；
The adhesion type attachment structure includes one of connecting cross beam and four horizontal brace rods, and the connecting cross beam is in level
Lay and it lays along direction across bridge, the connecting cross beam is fixedly secured on the madial wall of pier shaft by more pull bars；Every institute
Stating inner side steel pipe, the horizontal brace rod is fastenedly connected together between connecting cross beam；The more pull bars are from left to right
It is laid in same level and it is each attached on the madial wall of pier shaft, the pull bar is in horizontal layout and it is along vertical bridge to cloth
If；The outer end of the every pull bar is each attached on connecting cross beam, and the inner of the every pull bar stretches to the inner chamber of pier shaft
In, the every pull bar is each attached on the madial wall of pier shaft；It is provided with the madial wall of the pier shaft and multiple is passed through for pull bar
Pull bar mounting hole, multiple through holes passed through for pull bar are provided with from left to right on the connecting cross beam.
Above-mentioned adhesion type high-altitude mount support, it is characterized in that：The pull bar is finish rolling deformed bar；Every pull bar
Outer end is set with outer locking nut, and the connecting cross beam is installed between pier shaft and outer locking nut；Every pull bar
The inner is set with internal locking nut, and the internal locking nut is located in the inner chamber of pier shaft.
Above-mentioned adhesion type high-altitude mount support, it is characterized in that：The pier shaft is round-ended high hollow pier, the quantity of the pull bar
For the six roots of sensation, the structure snd size all same of pull bar described in the six roots of sensation；
Pull bar described in the six roots of sensation is divided into the two pull bar groups symmetrically laid in left and right, and two pull bar groups are laid in pier shaft respectively
Madial wall at left and right sides of, each pull bar group includes three pull bars.
Above-mentioned adhesion type high-altitude mount support, it is characterized in that：The inner side steel pipe and the outside steel pipe on the outside of it
Between level interval be 2m~3m, the clear distance between the inner side steel pipe and pier shaft is not more than 4m；
The external diameter of the vertical supporting steel pipe is φ 0.5m~φ 0.6m；
The bottom section of the anchor pile is the anchoring section being anchored on riverbed, and the length of the anchoring section is not less than 1m,
The stake footpath of the anchor pile is φ 0.8m~φ 1.2m；
Vertical spacing between neighbouring two adhesion type attachment structures is 10m~15m.
Above-mentioned adhesion type high-altitude mount support, it is characterized in that：The pull bar mounting hole is drawing-die muscle hole, the drawing-die muscle hole
For the through hole passed through for carrying out the template lacing wire of drawknot to pier shaft molding construction pier shaft forming panel, the pier shaft forming panel
Including pier shaft external mold and the pier shaft internal model being laid on the inside of the pier shaft external mold, the template lacing wire is to be connected to outside the pier shaft
Horizontal steel tie between mould and the pier shaft internal model.
Above-mentioned adhesion type high-altitude mount support, it is characterized in that：Formwork-support, the mould are laid with the vertical supports
Plate bracing frame is horizontal shore；
The horizontal shore includes the sill that is laid in same level of twice, multiple tracks is laid in together from left to right
Horizontal girder and multiple tracks on one horizontal plane are laid in the entablature in same level, four inner side steel pipes from front to back
Top is provided with the sill together, and four outside steel pipe tops are provided with the sill together, water described in per pass
Flat longeron is laid in described in twice on sill, and entablature described in per pass is laid in described in multiple tracks on horizontal girder；It is described
Sill and entablature are laid along direction across bridge, and bridge is indulged to laying in the horizontal girder edge；The inner of horizontal girder described in per pass
It is supported on pier shaft.
Meanwhile the invention discloses the firm structure that a kind of method and step is simple, reasonable in design and easy construction, using effect are good
Continuous beam end bay cast-in-place section construction method, it is characterised in that this method comprises the following steps：
Step 1: adhesion type high-altitude mount support is set up：Wait the Bridge Pier Construction that constructed end bay Cast-in-Situ Segment outer end is supported
After the completion of, adhesion type high-altitude mount support is set up on the inside of bridge pier；
Step 2: formwork erection：Described in step 1 shuttering supporting is set up on adhesion type high-altitude mount support and bridge pier
Frame, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment is set up on the formwork-support；The formwork-support
For horizontal shore；
Step 3: end bay Cast-in-Situ Segment pouring construction：End bay Cast-in-Situ Segment is poured using forming panel described in step 2
Build construction.
The above method, it is characterized in that：Horizontal shore described in step 2 is laid in same level including twice
The horizontal girder and multiple tracks that sill, multiple tracks are laid in same level from left to right are laid in same level from front to back
On entablature, four inner side steel pipe tops are provided with the sill together, and four outside steel pipe tops are set
There is the sill together, horizontal girder is laid in described in twice on sill described in per pass, and entablature is uniform described in per pass
Located at described in multiple tracks on horizontal girder；The sill and entablature are laid along direction across bridge, the horizontal girder along vertical bridge to
Lay；The inner of horizontal girder described in per pass is supported on pier shaft.
It is equipped with a horizontal lumps of wood described in multiple tracks on entablature from left to right, the more horizontal lumps of wood are laid in together
On one horizontal plane, bridge is indulged to laying in the horizontal lumps of wood edge.
The above method, it is characterized in that：The end bay Cast-in-Situ Segment, end bay closure segment are connected composition end bay beam with end bay cantilever segment
Section, the end bay closure segment are connected between end bay Cast-in-Situ Segment and end bay cantilever segment；The front support of the end bay beam section is in water
On middle pier, the bridge pier and Shui Zhongdun are reinforced concrete knoll；
Before adhesion type high-altitude mount support is set up in step 1, first pier in bridge pier and water is constructed respectively；To water
When middle pier is constructed, Concrete Pumping Construction is carried out to pier in water using the trestle set up in advance；The trestle includes trestle
Body and the horizontal operation platform on front side of the trestle body, pier is reinforced concrete knoll in the water；The trestle sheet
Body includes bottom bracing structure, the girder that level frame is located on the bottom bracing structure and the floorings being layed on girder,
The bottom bracing structure includes one or more lower anchors in the steel buttress anchor pile on naked rock river bed, the steel buttress anchor
Gu stake is in vertically to laying, multiple steel buttress anchor piles are supported in below girder from the front to the back；The front end branch of the girder
The steel cofferdam of the pier in for the water of constructing is supportted, the rear end of the girder is supported in the supporting table of bank side, and the bank is collateral
It is the support platform being erected on riverbank to support platform；The length of the girder is not less than net between bank side supporting table and steel cofferdam
Away from being placed with concrete pumping pipe on the floorings；Horizontal operation putting up platform steel of pier in for water of constructing encloses
On weir, the horizontal operation platform connects as one with girder；
The steel buttress anchor pile includes groined type steel buttress and the steel anchored to the groined type steel branch pedestal
Buttress anchor structure, the stake holes for the steel buttress anchor pile lower anchor is drilled with the naked rock river bed, and the stake holes is in
It is not less than 5m to laying and its depth vertically, the groined type steel buttress bottom is located at the middle inside of the stake holes；The steel
Buttress anchor structure is by the concrete structure of the concrete form in the injection stake holes, the steel buttress anchor structure
Height it is consistent with the depth of the stake holes；The groined type steel buttress includes four root architectures and the vertical steel of size all same
Manage, be fastenedly connected between adjacent two vertical steel pipes by horizontal brace rod, the horizontal brace rod is located at steel buttress
Above anchor structure；The bottom of the every vertical steel pipe is supported in the stake holes bottom, under the every vertical steel pipe
Portion is poured into steel buttress anchor structure；
When progress adhesion type high-altitude mount support is set up in step 1, anchor pile is constructed using the trestle.
The above method, it is characterized in that：When being constructed to the trestle, comprise the following steps：
Step 101, steel buttress anchoring pile driving construction：Each steel buttress anchor pile of institute's construction bridge is constructed respectively, directly
To the work progress for completing all steel buttress anchor piles；The construction method all same of all steel buttress anchor piles；
To when steel buttress anchor pile is constructed any one described, process is as follows：
Step 1011, drilling：Current institute's construction steel buttress anchor pile is from top to bottom drilled through on naked rock river bed using rig
The stake holes；
Step 1012, the lifting of groined type steel buttress：The groined type steel buttress that shaping is pre-machined is lifted and transferred
To in stake holes, making the groined type steel buttress bottom be located at the middle inside of the stake holes described in step 1011, and make described
The bottom of the every vertical steel pipe is supported in the stake holes bottom in groined type steel buttress；
Step 1013, anchoring：To concrete perfusion in stake holes described in step 1011, after institute's concrete perfusion solidification,
Obtain the steel buttress anchor structure of construction molding；
Step 102, main beam supporting：It is ready to use in after the completion of the steel cofferdam construction of pier in the water of constructing, by institute's construction bridge
Main beam supporting constructed in step 101 the steel buttress anchor pile of completion, and by the front support of girder on steel cofferdam
And the rear end of girder is supported in the supporting table of bank side；
Step 103, floorings are mated formation：Mat formation in a step 102 on the girder floorings；
In step 102 middle girder erection process, horizontal operation platform is synchronized and set up, and by girder and horizontal operation
Platform, which is fastenedly connected, to be integrated.
The present invention has advantages below compared with prior art：
1st, used adhesion type high-altitude mount support is simple in construction, reasonable in design and easy construction, and input cost is relatively low.
2nd, used adhesion type high-altitude mount support makes full use of the drawing-die reinforced hole of round-ended high hollow pier, using finish rolling
Spiral forms the attachment support of high-altitude steel buttress, easy for construction, pier shaft is without pre-buried steel to drawing fixed attachment rod member power transmission cross bar
Plate " scar ", ensure that external quality of pier quality, securely and reliably.Used adhesion type high-altitude mount support is filled using " well " font
With formula steel pipe support with without the pre-buried attachment techniques measure of " scar " formula, solving the high-altitude end bay cast-in-place section construction of rigid frame-continuous girder
Technical barrier.
3rd, end bay Cast-in-Situ Segment high-altitude steel pipe support uses " well " font fabricated construction, and ring flange is used between support is extreme
High-strength bolt is connected, and easy for construction, construction quality is easily controlled, and is reduced steel buttress overhead welding workload, is accelerated construction
Progress, securely and reliably, obtain good construction effect.
4th, construction method is simple and construction quality is easily controllable, work progress is safe and reliable, available for rigid frame-continuous girder height
In abutment pier, long end bay cast-in-place section construction, it can also be used to which in the in-situ beam casting of high-altitude, versatility is good, securely and reliably.
5th, anchor pile is constructed using the trestle of pier in water, easy construction, quick and work progress are easy to
Control, steel buttress anchor pile is reasonable in design, using single pile single-column form, using the single pile groined type steel buttress of major diameter,
Its combining structure rigidity is big, and resistance flood impact capacity is strong, easy for construction, and groined type steel buttress bottom anchor is firm, applies
Work is easy.The construction quality of steel buttress anchor pile is easily controlled, and steel buttress anchoring effect is good, trestle resistance flood impact capacity
By force, securely and reliably.Because riverbed is the exposed riverbed of solid rock, stake holes aperture will not cave in, it is not necessary to install steel pile casting.And
And steel buttress anchor pile uses all-hydraulic percussion reverse circulation drill drilling construction, using gas lift method borehole cleaning, solid rock will not collapse
Hole, it is not necessary to which the measure such as steel pile casting, mud off and mud circulation cleaning quarrel, borehole cleaning effect is good, and easy for construction, speed is fast, environmental protection
Good and saving cost.Trestle is easily removed after completion, only need to be by steel buttress from riverbed face when trestle is removed after the completion of engineering construction
Position excision is removed, and meets that navigation channel and flood control require, it is convenient to remove.
In summary, reasonable in design, easy construction of the invention and using effect is good, by intersecting parallels assembled steel pipe holder with
It is combined without the pre-buried adhesion type attachment structure of scar formula, can effectively solves high-altitude cast-in-place section construction problem, work progress safety, can
Lean on.
Below by drawings and examples, technical scheme is described in further detail.
Brief description of the drawings
Fig. 1 is the vertical bridge of adhesion type high-altitude of the present invention mount support to structural representation.
Fig. 2 is the direction across bridge structural representation of adhesion type high-altitude of the present invention mount support.
Fig. 3 is the use state reference chart of adhesion type attachment structure of the present invention.
Fig. 4 is the structural representation of template bottom of the present invention support frame.
Fig. 5 is the erected state schematic diagram of end bay beam section of the present invention.
Fig. 6 is the vertical bridge of trestle of the present invention to structural representation.
Fig. 7 is the direction across bridge structural representation of trestle of the present invention.
Fig. 8 is the method flow block diagram when present invention constructs to rigid frame-continuous girder end bay Cast-in-Situ Segment.Reference is said
It is bright:
1-bridge pier；2-well cabinet frame；3-vertical supporting steel pipe；
3-1-girder；3-3-floorings；3-4-naked rock river bed；
3-5-steel buttress anchor pile；3-5-1-steel buttress anchor structure；
3-5-2-vertical steel pipe；3-5-3-horizontal brace rod；3-5-4-transverse distribution beam；
3-6-postive stop baffle；3-7-guard rail；3-8-upper distribution beam；
3-9-longitudinal spacing part；3-10-bank side supporting table；3-11-steel cofferdam；
3-12-concrete pumping pipe；3-13-horizontal operation platform；
4-adhesion type attachment structure；5-pile foundation；6-horizontal cushion cap；
7-pier shaft；8-anchor pile；9-connecting cross beam；
10-pull bar；11-horizontal brace rod；12-formwork-support；
13-sill；14-horizontal girder；15-entablature；
16-horizontal bearing beam；17-horizontal the lumps of wood；18-end bay Cast-in-Situ Segment；
19-end bay cantilever segment；20-end bay closure segment；21-end bay beam section；
22-Shui Zhongdun；23-end bay forming panel.
Embodiment
A kind of adhesion type high-altitude mount support as shown in Figure 1 and Figure 2, including the He of high-altitude support 2 positioned at the inner side of bridge pier 1
Multiple adhesion type attachment structures from top to bottom laid, the high-altitude support is laid along direction across bridge and it passes through multiple attachments
Formula attachment structure 4 is fixedly secured on bridge pier 1, and the adhesion type attachment structure 4 is in horizontal layout；The bridge pier 1 includes pile foundation
Plinth 5, the horizontal cushion cap 6 being supported in pile foundation 5 and the pier shaft 7 being laid on horizontal cushion cap 6, the pier shaft 7 are hollow pier；
The high-altitude support is not less than 50m vertical supports for height, and the vertical supports are divided into multiple from the bottom to top
Frame section, it is fastenedly connected between neighbouring two bracket subsections and is integrated by flange；
The vertical supports include the two well cabinet frames 2 symmetrically laid in left and right, by multiple between two well cabinet frames 2
The horizontal connection structure from top to bottom laid is fastenedly connected；Each well cabinet frame 2 includes four along the circumferential direction uniform cloth
If vertical supporting steel pipe 3, four vertical supporting steel pipes 3 include two inner side steel pipes and two outside steel pipes, every institute
State and be provided with an outside steel pipe on the outside of the steel pipe of inner side, between two inner side steel pipes, two outside steel
From top to bottom laid by multiple tracks between pipe and between the every inner side steel pipe and outside steel pipe on the outside of it
Steel pipe connecting extension bar, which is fastenedly connected, to be integrated；Four inner side steel pipes in the vertical supports are laid from left to right along direction across bridge
On same vertical plane, four outside steel pipes in the vertical supports are laid in same vertical from left to right along direction across bridge
On face；The bottom of four inner side steel pipes is supported on horizontal cushion cap 6；
The inner side of horizontal cushion cap 6 is provided with four respectively for the anchor pile 8 of outside steel pipe bottom support, the anchor
Gu stake 8 is in vertically to laying；An anchor pile 8, the anchor pile 8 are provided with immediately below the every outside steel pipe
For reinforced concrete pile；
As shown in figure 3, the adhesion type attachment structure 4 includes one of horizontal brace rod 11 of connecting cross beam 9 and four, it is described
Connecting cross beam 9 in horizontal layout and its laid along direction across bridge, the connecting cross beam 9 is fixedly secured to pier shaft by more pull bars 10
On 7 madial wall；The fastening of horizontal brace rod 11 connects the every inner side steel pipe together between connecting cross beam 9
Connect；The more pull bars 10 are laid in from left to right in same level and it is each attached on the madial wall of pier shaft 7, the drawing
Bar 10 is in horizontal layout and it is along vertical bridge to laying；The outer end of the every pull bar 10 is each attached on connecting cross beam 9, every institute
The inner for stating pull bar 10 is stretched in the inner chamber of pier shaft 7, and the every pull bar 10 is each attached on the madial wall of pier shaft 7；Institute
State and multiple pull bar mounting holes passed through for pull bar 10 are provided with the madial wall of pier shaft 7, be provided with from left to right on the connecting cross beam 9
Multiple through holes passed through for pull bar 10.
In the present embodiment, the pull bar 10 is finish rolling deformed bar.
The outer end of the every pull bar 10 is set with outer locking nut 11, the connecting cross beam 9 be installed on pier shaft 7 with it is outer
Between locking nut 11；The inner of the every pull bar 10 is set with internal locking nut 11, and the internal locking nut 11 is located at
In the inner chamber of pier shaft 7.
Pier shaft 7 is round-ended high hollow pier, and the quantity of the pull bar 10 is the six roots of sensation, the structure snd size of pull bar 10 described in the six roots of sensation
All same；
Pull bar 10 described in the six roots of sensation is divided to is laid in pier respectively for the pull bar group symmetrically laid of left and right two, two pull bar groups
At left and right sides of the madial wall of body 7, each pull bar group includes three pull bars 10.
Between the level between the steel pipe of outside for guarantee support strength and steadiness, the inner side steel pipe and on the outside of it
Away from for 2m~3m, the clear distance between the inner side steel pipe and pier shaft 7 is not more than 4m.
The external diameter of the vertical supporting steel pipe 3 is φ 0.5m~φ 0.6m.
Also, the vertical spacing between neighbouring two adhesion type attachment structures 4 is 10m~15m.
, can according to specific needs, between the outside steel pipe to the inner side steel pipe and on the outside of it during practice of construction
The external diameter and neighbouring two of clear distance, the vertical supporting steel pipe 3 between level interval, the inner side steel pipe and pier shaft 7
Vertical spacing between the individual adhesion type attachment structure 4 adjusts accordingly respectively.
For easy construction, the pull bar mounting hole is drawing-die muscle hole, and the drawing-die muscle hole is for the molding construction of pier shaft 7
Pier shaft forming panel carries out the through hole that the template lacing wire of drawknot passes through, and the pier shaft forming panel includes pier shaft external mold and is laid in
Pier shaft internal model on the inside of the pier shaft external mold, the template lacing wire are to be connected between the pier shaft external mold and the pier shaft internal model
Horizontal steel tie.
In the present embodiment, formwork-support 12 is laid with the vertical supports, the formwork-support 12 props up to be horizontal
Support；
As shown in Fig. 1 and Fig. 4, the horizontal shore includes twice and is laid in sill 13 in same level, more
The horizontal girder 14 and multiple tracks that road is laid in same level from left to right are laid in upper in same level from front to back
Crossbeam 15, four inner side steel pipe tops are provided with the sill 13, four outside steel pipe tops together and are provided with
The sill 13, horizontal girder 14 described in per pass are laid in described in twice on sill 13 together, entablature described in per pass
15 are laid in described in multiple tracks on horizontal girder 14；The sill 13 and entablature 15 are laid along direction across bridge, the level
Longeron 14 is along vertical bridge to laying；The inner of horizontal girder 14 described in per pass is supported on pier shaft 7.
It is equipped with a horizontal lumps of wood 17 described in multiple tracks on entablature 15 from left to right, the more horizontal lumps of wood 17 are uniform
In same level, the horizontal lumps of wood 17 is along vertical bridge to laying.
Wherein, the formwork-support 12 is that the template system of the end bay beam section 18 for rigid frame-continuous girder of constructing is carried out
The support frame of support.
In the present embodiment, the sill 13 be provided with the inner side steel pipe between the outside steel pipe together with water
Plain cushion beam 16, the horizontal bearing beam 16 is along vertical bridge to laying.The horizontal bearing beam 16 is falling prevention frame bearing beam.
The bottom section of the anchor pile 8 is the anchoring section being anchored on riverbed, and the length of the anchoring section is not less than 1m,
The stake footpath of the anchor pile 8 is φ 0.8m~φ 1.2m.
During practice of construction, the length of the anchoring section can be divided not less than the stake footpath of 1m and anchor pile 8 according to specific needs
Do not adjust accordingly.
Using the connection of ring flange high-strength bolt, easy for construction, construction quality is easily controlled the well cabinet frame 2, reduces well
The overhead welding workload of cabinet frame 2, accelerates construction speed, securely and reliably.
A kind of rigid frame-continuous girder end bay cast-in-place section construction method as shown in Figure 8, comprises the following steps：
Step 1: adhesion type high-altitude mount support is set up：Wait that the bridge pier 1 that the constructed outer end of end bay Cast-in-Situ Segment 18 is supported is applied
After the completion of work, adhesion type high-altitude mount support is set up in the inner side of bridge pier 1；
Step 2: formwork erection：Shuttering supporting is set up on the adhesion type high-altitude mount support described in step 1 and bridge pier 1
Frame, and the forming panel that molding construction is carried out to end bay Cast-in-Situ Segment 18 is set up on the formwork-support；The shuttering supporting
Frame is horizontal shore；
Step 3: end bay Cast-in-Situ Segment pouring construction：End bay Cast-in-Situ Segment 18 is carried out using forming panel described in step 2
Pouring construction.
Forming panel described in step 2 is end bay forming panel 23.
With reference to Fig. 1 and Fig. 5, the end bay Cast-in-Situ Segment 18, end bay closure segment 20 are connected composition end bay with end bay cantilever segment 19
Beam section 21, the end bay closure segment 20 are connected between end bay Cast-in-Situ Segment 18 and end bay cantilever segment 19；The end bay beam section 21
Front support is on Shui Zhongdun 22, and pier 22 is reinforced concrete knoll in the bridge pier 1 and water；
The end bay beam section 21 is the end bay of steel structure continuous beam, and the end bay beam section 21 is concrete box girder.The end bay
Cast-in-Situ Segment 18, end bay closure segment 20 and end bay cantilever segment 19 are a section of end bay beam section 21.It is described firm in the present embodiment
The wide 12m of top surface of structure continuous beam, the wide 9.2m of bottom plate, flange plate width 1.4m, the rigid frame-continuous girder be concrete box girder and its
For the straight web plate section of single box single chamber.The deck-molding 16.5m of pier top beam section in the rigid frame-continuous girder, span centre and end bay end deck-molding
7.5m, web thickness are 1.74m~0.55m, 2.09~0.52m of base plate thickness, top plate thickness 0.62m.The end bay cantilever segment
19 hang blue progress cantilever construction using triangle.
In the present embodiment, the height of the bridge pier 1 is 61m, and the length of the end bay beam section 21 is 118m, end bay Cast-in-Situ Segment
18 deck-molding 7.5m, the wide 12m of back, the wide 9.2m of bottom plate, top plate thickness 0.62m, base plate thickness 0.52m~1.1m, web thickness
0.55~1.65m, concrete square amount 315m3.The 18 long 9.85m of end bay Cast-in-Situ Segment and its cantilever go out the pier shaft pallet of bridge pier 1
7.0m (cantilever moiety by weight about 3700kN) outside top cap scope, thus the construction of end bay Cast-in-Situ Segment 18 belongs to superaltitude large volume length
End bay cast-in-place section construction.According to usual arrangement and method for construction, i.e., in the pre-buried bracket in pier shaft top and the scheme for setting up counterweight, then bracket is oblique
Support point is located at pier shaft hollow section, there is considerable influence safely to pier shaft, and large volume, large-tonnage counterweight security risk are larger in addition.And
Adhesion type high-altitude of the present invention mount support is floor stand, and superaltitude rack bearing power and stability can be had
Effect ensures.Also, the adhesion type high-altitude mount support stability is high, makes full use of the drawing-die reinforced hole (cloth of round-ended high hollow pier
Put 1.0 × 1.0m of size), and using finish rolling deformed bar (i.e. pull bar 10) to drawing fixed attachment rod member (i.e. connecting cross beam 9)
And power transmission cross bar (i.e. horizontal brace rod 11), the attachment support of high-altitude steel buttress is formed, easy for construction, pier shaft is without pre-embedded steel slab " scar
Trace ", external quality of pier quality is ensure that, securely and reliably.
In the present embodiment, before adhesion type high-altitude mount support is set up in step 1, first pier 22 in bridge pier 1 and water is distinguished
Constructed；When being constructed to pier in water 22, Concrete Pumping Construction is carried out to pier in water 22 using the trestle set up in advance；
Such as Fig. 6 and Fig. 7, the trestle includes trestle body and the horizontal operation platform 3-13 on front side of the trestle body, described
Pier is reinforced concrete knoll in water；The trestle body includes bottom bracing structure, level frame is located at the bottom bracing structure
On girder 3-1 and the floorings 3-3 that is layed on girder 3-1, the bottom bracing structure include one or more bottom anchors
The steel buttress anchor pile 3-5 being fixed on naked rock river bed 3-4, the steel buttress anchor pile are in vertically to laying, multiple steel branch
Pier anchor pile is supported in below girder 3-1 from the front to the back；The front support of girder 3-1 pier in for the water of constructing
On steel cofferdam 3-11, the rear end of the girder 3-1 is supported on the supporting table 3-10 of bank side, and the bank side supporting table 3-10 is to set up
In the support platform on riverbank；The length of the girder 3-1 is not less than net between bank side supporting table 3-10 and steel cofferdam 3-11
Away from being placed with concrete pumping pipe 12 on the floorings 3-3；The horizontal operation platform 3-13 is erected on in water of constructing
On the steel cofferdam 3-11 of pier 22, the horizontal operation platform 3-13 and girder 3-1 is connected as one；
The steel buttress anchor pile 3-5 includes groined type steel buttress and the groined type steel branch pedestal is anchored
The stake holes for the steel buttress anchor pile lower anchor is drilled with steel buttress anchor structure 3-5-1, the naked rock river bed 3-4,
In 5m is not less than to laying and its depth vertically, the groined type steel buttress bottom is located in the inner side of the stake holes stake holes
Portion；The steel buttress anchor structure 3-5-1 is the concrete structure by injecting the concrete form in the stake holes, described
Steel buttress anchor structure 3-5-1 height is consistent with the depth of the stake holes；The groined type steel buttress include four root architectures and
It is tight by horizontal brace rod 5-3 between the vertical steel pipe 3-5-2, adjacent two vertical steel pipe 3-5-2 of size all same
It is solidly connected, the horizontal brace rod 5-3 is located above steel buttress anchor structure 3-5-1；Every vertical steel pipe 3-5-2 bottom
End is supported in the stake holes bottom, and every vertical steel pipe 3-5-2 bottom is poured into steel buttress anchor structure 3-5-1
It is interior；
When progress adhesion type high-altitude mount support is set up in step 1, anchor pile 8 is constructed using the trestle.
In the present embodiment, length of the concrete pumping pipe 3-12 along girder 3-1 is laid from the front to the back.
Also, the concrete pumping pipe 3-12 is in horizontal layout.Thus, energy is easy, effectively meets pier 22 in the water
Long range concrete conveyance demand.
In the present embodiment, the apical side height of the bank side supporting table 3-10 is identical with steel cofferdam 3-11 overhead height, institute
State horizontal operation platform 3-13 top surface and floorings 3-3 top surface flush.
Thus, horizontal operation platform 3-13 top surface and floorings 3-3 top surface, thus largely can simplify in water
The work progress of pier 22.Also, can be to steel cofferdam 3-11 position while workbench 3-13 overall stabilities are improved the standard
It is effectively spacing to put progress.
Wherein, the horizontal operation platform 3-13 is the workbench for pier 22 in the water of constructing；The girder 3-1
Front end connects as one with horizontal operation platform 3-13.
During practice of construction, the aperture of the stake holes is φ 2m~φ 3m.The external diameter of the vertical steel pipe 3-5-2 is φ 0.6m
Clear distance between~φ 0.65m, adjacent two vertical steel pipe 3-5-2 is 0.4m~0.7m.Thus, can be according to specific need
Will, between the external diameter in aperture, the vertical steel pipe 3-5-2 to the stake holes and adjacent two vertical steel pipe 3-5-2
Clear distance adjust accordingly respectively.
In the present embodiment, the transverse distribution beam that multiple tracks is laid in same level is provided with the groined type steel buttress
3-5-4, the transverse distribution beam 3-5-4 and the perpendicular layings of girder 3-1, the girder 3-1, which is supported in described in multiple tracks, laterally to be divided
With on beam 3-5-4, transverse distribution beam 3-5-4 described in multiple tracks in horizontal layout and along girder 3-1 length direction from the front to the back
Lay.
The quantity that transverse distribution beam 3-5-4 is laid on the groined type steel buttress is twice, transverse distribution described in twice
Beam 3-5-4 is respectively front side distribution beam and the rear side distribution beam positioned at the front side distribution beam rear.
Four vertical steel pipe 3-5-2 include front side steel pipe of two symmetric supports below the front side distribution beam and
Rear side steel pipe of two symmetric supports below the rear side distribution beam, two front side steel pipes and two rear side steel pipes
Laid in symmetrical, two front side steel pipes are symmetrically laid in below the girder 3-1 left and right sides, two rear side steel pipes pair
Claim to be laid in below the girder 3-1 left and right sides；The front side distribution beam is weldingly fixed on two front side steel pipes, described
Rear side distribution beam is weldingly fixed on two rear side steel pipes.
Pass through horizontal brace rod 3- described in the multiple tracks from top to bottom laid between adjacent two vertical steel pipe 3-5-2
5-3 is fastenedly connected, and the horizontal brace rod 3-5-3 is shaped steel rod member and fixed between vertical steel pipe 3-5-2 with welding manner
Connection.
Two are provided with described in per pass on transverse distribution beam 3-5-4 spacing postive stop baffle 3-6 are carried out to girder 3-1,
The postive stop baffle 3-6 is in vertically to laying, and two postive stop baffle 3-6 are symmetrically laid at left and right sides of girder 3-1；It is described
Postive stop baffle 3-6 overhead height is less than girder 3-1 apical side height.
Meanwhile the deep water high-block bridge degree bridge construction of the present invention naked rock river bed trestle of hard stone, in addition to twice
It is laid in same level and is in carrying out spacing longitudinal spacing part 3-9, the longitudinal spacing part 3-9 at the top of girder 3-1
Horizontal layout and its be in parallel laying with girder 3-1, the girder 3-1 top cards loaded on longitudinal spacing part 3-9 described in twice it
Between.
In the present embodiment, the upper distribution beam 3- being laid in same level is provided with the girder 3-1 from the front to the back
8, the upper distribution beam 3-8 are in horizontal layout and itself and the perpendicular layings of girder 3-1；The floorings 3-3 is paved on multiple tracks institute
State on distribution beam 3-8.
Longitudinal spacing part 3-9 described in twice is respectively positioned on below distribution beam 3-8, longitudinal spacing part 3-9 described in per pass with
Upper distribution beam 3-8, which is fastenedly connected, described in multiple tracks is integrated.
In the present embodiment, the girder 3-1 includes the Bailey beam that multiple tracks is laid from left to right, and Bailey beam described in multiple tracks is in
Vertically to lay and its be in parallel laying；It is fastenedly connected between Bailey beam described in adjacent twice by longitudinal connection structure as one
Body, the longitudinal connection structure are the truss frame for connecting being spliced by multiple tracks connecting rod.
In the present embodiment, the floorings 3-3 is horizontal steel plate, is respectively provided with above the left and right sides of the floorings 3-3
There is guard rail 3-7.
In the present embodiment, pier 22 is located on naked rock river bed in the water and it is located at Minjiang Shuikou Reservoir Tail, at bridge location
The Min River water surface is open, and bridge zone section is IV grade of navigation channel, and in the case of the not flood discharge of downstream, flow velocity is 0.5m/s or so at bridge location, is let out
Design current velocity 3.3m/s when big vast, design and construction water level+62.5m, meets design water level 67m in 2 years one；Riverbed is intectate, exposed
Basement rock, riverbed are severely-weathered, weak weathered granite.
Consider navigation condition, the hydrology, geology and the construction cost in the Min River, the hard naked rock river bed trestle of stone of the present invention is adopted
With simple trestle scheme, from riverbank, into water, the direction of pier 22 is set up, and the naked rock river bed trestle of hard stone is in water the steel of pier 22
Cofferdam upstream side, the installation and personnel for meeting concrete pumping pipe 3-12 are passed through, and construction material and equipment use transport ship on water
Transport.
In the present embodiment, the quantity of the steel buttress anchor pile 3-5 is two.
, can according to specific needs during practice of construction, quantity and each steel buttress anchor pile 3-5 to steel buttress anchor pile 3-5
Installation position adjust accordingly respectively.
In the present embodiment, the aperture of the stake holes is φ 2.5m and its depth is 6m.It is vertical in the groined type steel buttress
Steel pipe 3-5-2 is external diameter φ 0.63m steel pipe, and horizontal brace rod 3-5-3 is I-steel, and four vertical steel pipe 3-5-2 use work
Word steel is connected to form entirety, and groined type steel buttress, effective anchor are anchored using steel buttress anchor structure 3-5-1 (drill-pouring structure)
Gu depth is 6m, strength grade of concrete used in steel buttress anchor structure 3-5-1 is C30.
The transverse distribution beam 3-5-4 is spliced by twice I-steel, transverse distribution beam 3-5-4 and the groined type steel
Triangle bearing diagonal is welded between buttress, Bailey beam is installed on transverse distribution beam 3-5-4 and used as trestle main bearing beam, trestle
Deck type structure, Bailey beam use three row's single layer structures, and I-steel is laid as bridge floor horizontal stroke according to spacing 50cm on Bailey beam top
To distribution beam (i.e. upper distribution beam 3-8), in bridge floor transverse distribution beam laying depth 6mm steel plates as floorings 3-3, floorings 3-
3 width 2.5m, bridge floor guardrail (i.e. guard rail 3-7) are highly 1.2m, and railing is using ∠ 75 × 75 × 8mm angle steel as railing
Montant.Trestle region is prohibited area, carries out navigation mark setting.
In addition, also needing to set measure of water diversion, " V " font point water plate specifically is set along water surface side in groined type steel buttress,
Avoid floating object from accumulating, increase steel buttress impact resistance.
In the present embodiment, when being constructed to the trestle, comprise the following steps：Step 101, steel buttress anchor pile are applied
Work：Each steel buttress anchor pile 3-5 of institute's construction bridge is constructed respectively, until completing all steel buttress anchor pile 3-5's
Work progress；All steel buttress anchor pile 3-5 construction method all same；
To when steel buttress anchor pile 3-5 constructs any one described, process is as follows：
Step 1011, drilling：Current institute's construction steel buttress anchoring is from top to bottom drilled through on naked rock river bed 3-4 using rig
The stake holes of stake；
Step 1012, the lifting of groined type steel buttress：The groined type steel buttress that shaping is pre-machined is lifted and transferred
To in stake holes, making the groined type steel buttress bottom be located at the middle inside of the stake holes described in step 1011, and make described
Every vertical steel pipe 3-5-2 bottom is supported in the stake holes bottom in groined type steel buttress；
Step 1013, anchoring：To concrete perfusion in stake holes described in step 1011, after institute's concrete perfusion solidification,
Obtain the steel buttress anchor structure 3-5-1 of construction molding；
Step 102, main beam supporting：It is ready to use in after the completion of the steel cofferdam 3-11 constructions of pier 22 in the water of constructing, will be applied
The girder 3-1 of work trestle is set up in the steel buttress anchor pile for completion of being constructed in step 101, and by girder 3-1 front end branch
Support and be supported on steel cofferdam 3-11 and by girder 3-1 rear end on the supporting table 3-10 of bank side；
Step 103, floorings are mated formation：Mat formation floorings 3-3 on the girder 3-1 in a step 102.
In step 102 middle girder erection process, horizontal operation platform 3-13 is synchronized and set up, and by girder 3-1 with
Horizontal operation platform 3-13, which is fastenedly connected, to be integrated.
In the present embodiment, when being drilled in step 1011, drilled using the drilling platform for floating on the water surface；It is described
The construction passage for the steel buttress anchor pile of constructing is provided with drilling platform, the rig bores for all-hydraulic percussion reverse circulation
Machine and its be installed on the drilling platform.
When the lifting of groined type steel buttress is carried out in step 1012, the groined type steel buttress is lifted and transferred using crane barge
In to the stake holes；
In step 1013 into the stake holes during concrete perfusion, it is irrigated using the crane barge.
The all-hydraulic percussion reverse circulation drill is the all-hydraulic percussion reverse circulation drill of YCJF-25 types, clear using gas lift method
Be cut simultaneously concrete perfusion, forms concrete clear water structure (i.e. steel buttress anchor structure 3-5-1).The steel buttress anchor structure 3-
5-1 valid bonding length is not less than 5m, and the heavy quarrel thickness in bottom meets drilled pile construction code requirement；By groined type steel before perfusion
In buttress insertion stake holes, it is ensured that the anchoring of groined type steel buttress is firm；Afterwards, pouring underwater concrete, filling concrete to riverbed
Face, strength grade of concrete C30, then the groined type steel buttress anchoring are completed, and obtain the steel buttress anchor pile of construction molding
3-5.Because riverbed is the exposed riverbed of solid rock, steel pile casting, mud off need not be installed using steel buttress anchor pile 3-5
And the measure such as mud circulation cleaning quarrel, groined type steel buttress need to only be cut off from riverbed face position when trestle is removed, steel buttress
Anchor pile 3-5 anchorings are safe and reliable, and easy for construction, speed is soon, environmental protection is good and saves cost.
After the completion for the treatment of that all steel buttress anchor pile 3-5 construct, transverse distribution beam is installed on each steel buttress anchor pile 3-5
3-5-4, then Bailey beam is installed on transverse distribution beam 3-5-4.It is actual that transverse distribution beam 3-5-4 and the Bailey beam are pacified
During dress, coordinated using crane barge and installed.Bailey beam transportation by driving after harbour is assembled into pack is installed at bridge location, and Bailey beam support uses
90cm type supports, after the completion of Bailey beam assembly, all lower boom direction across bridge are integral using I-steel connection, and lower boom
It is connected between I-steel using U-bolt, increases horizontal stability.Bailey beam top is transversely mounted distribution beam 3-8, spacing
1.0m, 6mm steel plates are then laid, guard rail is finally installed.Due at left and right sides of load-bearing distribution beam and trestle beam-ends head is set
Spacing measure (i.e. postive stop baffle 3-6 and longitudinal spacing part 3-9) is put, the stability of trestle can be effectively increased.
When steel buttress anchoring pile driving construction is carried out in step 101, constructed according to construction process for bored pile, sink quarrel thickness not
More than 5cm.Completion steel buttress anchor pile 3-5 constructed after institute's concrete perfusion intensity reaches design strength 70% in step 1013
Journey.
The drilling platform is assembled and boring procedure in, drilling platform is always because being under flowing water state and pile foundation construction shakes
In dynamic state, stake holes position need to be detected at any time, the position of the drilling platform is adjusted using windlass, it is ensured that stake holes position is accurate.
In the present embodiment, the level interval between the inner side steel pipe and outside steel pipe on the outside of it is 2.5m, institute
The external diameter for stating vertical supporting steel pipe 3 be φ 0.53m and its be helix tube.Adjacent two vertical supportings in the well cabinet frame 2
Steel pipe forms " well " word steel branch per 6m using the welding stull of I16b I-steel and diagonal brace (i.e. described steel pipe connecting extension bar) between steel pipe 3
Pier structure.Vertical spacing between neighbouring two adhesion type attachment structures 4 is 13m, between two well cabinet frames 2
Lateral connection is carried out using I16b I-steel (i.e. described horizontal connection structure) every 12m, it is ensured that the stability of steel pipe buttress.
In the present embodiment, the anchor pile 8 is φ 1.0m caissons, and the entrance of anchor pile 8 is stablized basement rock and is no less than
1.0m, the stake top of the anchor pile 8 set pre-embedded steel slab and the outside steel-pipe welding；The inner side steel pipe support is in bridge pier 1
Cushion cap on, the cushion cap sets pre-embedded steel slab to weld and the inner side steel-pipe welding., will after the installation of well cabinet frame 2
The steel reinforcement cage exposed steel bar of anchor pile 8 and the pre-buried anchor bar of the cushion cap with the firm welding of vertical supporting steel pipe 3, then
Pour to form rock-steady structure with C30 concrete parcel.
In the present embodiment, the end bay forming panel 23 is supported on the more horizontal lumps of wood 17.The horizontal bearing beam
16 be gad block.
When being constructed to the horizontal shore, first set frame gad block (specifically to adopt at the top of vertical supporting steel pipe 3
Formed with 5 I20b I-steel group welderings), direction across bridge load bearing cross beam (i.e. sill 13) is then set on the gad block；So
Afterwards, 23 I36b I-shaped steel longitudinal beams (i.e. horizontal girder 14) of installation, wherein web position setting 2 × 5, inner bottom plating position 7,
2 × 3 are set under flange plate；The one end of horizontal girder 14 is supported on load bearing cross beam and its other end is supported on the pier cap of bridge pier
On.
The forming panel 23 includes end template, external mold and internal model；The end template is bamboo slab rubber and it is installed in more
On the horizontal lumps of wood 17, at box beam endplate above the pier shaft pallet top cap of bridge pier 1, endplate bed die uses steel form
Bamboo slab rubber is laid after built-in sand and forms bed die.
External mold uses punching block, and external mold truss piece spacing is 2.0m, and truss piece is supported on bed die longeron；End head formwork uses
Steel form.The internal model includes interior side form and interior backform, and interior side form uses combined steel, interior backform using set up bowl buckle support,
The mode that the lumps of wood is combined with bamboo slab rubber.Interior external mold sets drawing-die reinforcing bar, and drawing-die muscle spacing is 80cm × 100cm.
It is described above, only it is presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention
Any simple modification, change and the equivalent structure change that technical spirit is made to above example, still fall within skill of the present invention
In the protection domain of art scheme.
Claims (10)
- A kind of 1. adhesion type high-altitude mount support, it is characterised in that：Including the high-altitude support (2) on the inside of bridge pier (1) and more The individual adhesion type attachment structure from top to bottom laid, the high-altitude support is laid along direction across bridge and it passes through multiple adhesion types Attachment structure (4) is fixedly secured on bridge pier (1), and the adhesion type attachment structure (4) is in horizontal layout；Bridge pier (1) bag The horizontal cushion cap (6) for include pile foundation (5), being supported in pile foundation (5) and the pier shaft (7) being laid on horizontal cushion cap (6), it is described Pier shaft (7) is hollow pier；The high-altitude support is not less than 50m vertical supports for height, and the vertical supports are divided into multiple support sections from the bottom to top Section, it is fastenedly connected and is integrated by flange between neighbouring two bracket subsections；The vertical supports include the two well cabinet frames (2) symmetrically laid in left and right, by multiple between two well cabinet frames (2) The horizontal connection structure from top to bottom laid is fastenedly connected；Each well cabinet frame (2) is along the circumferential direction uniform including four The vertical supporting steel pipe (3) of laying, four vertical supporting steel pipes (3) include two inner side steel pipes and two outside steel pipes, An outside steel pipe is provided with the outside of the every inner side steel pipe, between two inner side steel pipes, described in two Between the steel pipe of outside and between the every inner side steel pipe and outside steel pipe on the outside of it by multiple tracks from top to bottom The steel pipe connecting extension bar of laying, which is fastenedly connected, to be integrated；Four inner side steel pipes in the vertical supports along direction across bridge by it is left extremely The right side is laid on same vertical plane, and four in the vertical supports piece outside steel pipe is laid in together from left to right along direction across bridge On one vertical plane；The bottom of four inner side steel pipes is supported on horizontal cushion cap (6)；Four are provided with the inside of the horizontal cushion cap (6) respectively for the anchor pile (8) of outside steel pipe bottom support, the anchor Gu stake (8) is in vertically to laying；An anchor pile (8), the anchor are provided with immediately below the every outside steel pipe Gu stake (8) is reinforced concrete pile；The adhesion type attachment structure (4) includes one of connecting cross beam (9) and four horizontal brace rods (11), the connecting cross beam (9) in horizontal layout and its laid along direction across bridge, the connecting cross beam (9) is fixedly secured to pier shaft by more pull bars (10) (7) on madial wall；The horizontal brace rod (11) is tight together between connecting cross beam (9) for the every inner side steel pipe It is solidly connected；The more pull bars (10) are laid in from left to right in same level and it is each attached to the madial wall of pier shaft (7) On, the pull bar (10) is in horizontal layout and it is along vertical bridge to laying；The outer end of the every pull bar (10) is each attached to connection On crossbeam (9), the inner of the every pull bar (10) is stretched in the inner chamber of pier shaft (7), and the every pull bar (10) is solid It is scheduled on the madial wall of pier shaft (7)；Multiple pull bar installations passed through for pull bar (10) are provided with the madial wall of the pier shaft (7) Hole, multiple through holes passed through for pull bars (10) are provided with the connecting cross beam (9) from left to right.
- 2. according to the adhesion type high-altitude mount support described in claim 1, it is characterised in that：The pull bar (10) is finish rolling screw thread Reinforcing bar；The outer end of the every pull bar (10) is set with outer locking nut (11), and the connecting cross beam (9) is installed on pier shaft (7) between outer locking nut (11)；The inner of the every pull bar (10) is set with internal locking nut (11), the internal lock Tight nut (11) is located in the inner chamber of pier shaft (7).
- 3. according to the adhesion type high-altitude mount support described in claim 1 or 2, it is characterised in that：The pier shaft (7) is nose circle shape Hollow pier, the quantity of the pull bar (10) is the six roots of sensation, the structure snd size all same of pull bar (10) described in the six roots of sensation；Pull bar described in the six roots of sensation (10) is divided into the two pull bar groups symmetrically laid in left and right, and two pull bar groups are laid in pier shaft respectively (7) at left and right sides of madial wall, each pull bar group includes three pull bars (10).
- 4. according to the adhesion type high-altitude mount support described in claim 1 or 2, it is characterised in that：The inner side steel pipe is with being located at The level interval between the steel pipe of outside on the outside of it is 2m~3m, and the clear distance between the inner side steel pipe and pier shaft (7) is not more than 4m；The external diameter of the vertical supporting steel pipe (3) is φ 0.5m~φ 0.6m；The bottom section of the anchor pile (8) is the anchoring section being anchored on riverbed, and the length of the anchoring section is not less than 1m, institute The stake footpath for stating anchor pile (8) is φ 0.8m~φ 1.2m；Vertical spacing between neighbouring two adhesion type attachment structures (4) is 10m~15m.
- 5. according to the adhesion type high-altitude mount support described in claim 1 or 2, it is characterised in that：The pull bar mounting hole is drawing Mould muscle hole, the drawing-die muscle hole are to be passed through for carrying out the template lacing wire of drawknot to pier shaft (7) molding construction pier shaft forming panel Through hole, the pier shaft forming panel includes pier shaft external mold and the pier shaft internal model that is laid on the inside of the pier shaft external mold, the mould Plate lacing wire is the horizontal steel tie being connected between the pier shaft external mold and the pier shaft internal model.
- 6. according to the adhesion type high-altitude mount support described in claim 1 or 2, it is characterised in that：Laid in the vertical supports There is formwork-support (12), the formwork-support (12) is horizontal shore；The horizontal shore includes the sill (13) that is laid in same level of twice, multiple tracks is laid in together from left to right Horizontal girder (14) and multiple tracks on one horizontal plane are laid in the entablature (15) in same level from front to back, described in four Inner side steel pipe top is provided with the sill (13) together, and four outside steel pipe tops are provided with the sill together (13), horizontal girder described in per pass (14) is laid on sill described in twice (13), and entablature described in per pass (15) is uniform On horizontal girder described in multiple tracks (14)；The sill (13) and entablature (15) are laid along direction across bridge, the level Longeron (14) is along vertical bridge to laying；The inner of horizontal girder described in per pass (14) is supported on pier shaft (7).
- 7. a kind of method constructed using support as claimed in claim 1 to rigid frame-continuous girder end bay Cast-in-Situ Segment, its feature It is, this method comprises the following steps：Step 1: adhesion type high-altitude mount support is set up：Wait that the bridge pier (1) that constructed end bay Cast-in-Situ Segment (18) outer end is supported is applied After the completion of work, adhesion type high-altitude mount support is set up on the inside of bridge pier (1)；Step 2: formwork erection：Shuttering supporting is set up on the adhesion type high-altitude mount support described in step 1 and bridge pier (1) Frame, and the forming panel (23) that molding construction is carried out to end bay Cast-in-Situ Segment (18) is set up on the formwork-support；The mould Plate bracing frame is horizontal shore；Step 3: end bay Cast-in-Situ Segment pouring construction：End bay Cast-in-Situ Segment (18) is poured using forming panel described in step 2 Build construction.
- 8. in accordance with the method for claim 7, it is characterised in that：Horizontal shore is laid in including twice described in step 2 Sill (13) in same level, multiple tracks be laid in from left to right horizontal girder (14) in same level and multiple tracks by A-P is laid in the entablature (15) in same level, and four inner side steel pipe tops are provided with the sill together (13), four outside steel pipe tops are provided with the sill (13) together, and horizontal girder (14) is laid described in per pass In on sill described in twice (13), entablature described in per pass (15) is laid on horizontal girder described in multiple tracks (14)；It is described Sill (13) and entablature (15) are laid along direction across bridge, and the horizontal girder (14) is along vertical bridge to laying；Water described in per pass The inner of flat longeron (14) is supported on pier shaft (7).A horizontal lumps of wood (17) is equipped with entablature described in multiple tracks (15) from left to right, the more horizontal lumps of wood (17) are equal It is laid in same level, the horizontal lumps of wood (17) is along vertical bridge to laying.
- 9. according to the method described in claim 7 or 8, it is characterised in that：The end bay Cast-in-Situ Segment (18), end bay closure segment (20) Be connected with end bay cantilever segment (19) composition end bay beam section (21), the end bay closure segment (20) be connected to end bay Cast-in-Situ Segment (18) and Between end bay cantilever segment (19)；The front support of the end bay beam section (21) is on Shui Zhongdun (22), in the bridge pier (1) and water Pier (22) is reinforced concrete knoll；Before adhesion type high-altitude mount support is set up in step 1, first pier (22) in bridge pier (1) and water is constructed respectively；It is right When pier (22) is constructed in water, Concrete Pumping Construction is carried out to pier in water (22) using the trestle set up in advance；The stack Bridge includes trestle body and the horizontal operation platform (3-13) on front side of the trestle body, and pier is reinforced concrete in the water Knoll；The trestle body includes the girder (3-1) and paving of bottom bracing structure, level frame on the bottom bracing structure Floorings (3-3) on girder (3-1), the bottom bracing structure include one or more lower anchors in naked rock river bed Steel buttress anchor pile (3-5) on (3-4), the steel buttress anchor pile are in vertically to laying, multiple steel buttress anchor piles It is supported in from the front to the back below girder (3-1)；The front support of the girder (3-1) steel of pier in for the water of constructing encloses On weir (3-11), the rear end of the girder (3-1) is supported in bank side supporting table (3-10), and bank side supporting table (3-10) is The support platform being erected on riverbank；The length of the girder (3-1) is not less than bank side supporting table (3-10) and steel cofferdam (3- 11) clear distance between, concrete pumping pipe (12) is placed with the floorings (3-3)；The horizontal operation platform (3-13) The steel cofferdam (3-11) for pier (22) in water of constructing is erected on, the horizontal operation platform (3-13) connects with girder (3-1) It is connected in one；The steel buttress anchor pile (3-5) includes groined type steel buttress and the steel anchored to the groined type steel branch pedestal Buttress anchor structure (3-5-1), the stake for the steel buttress anchor pile lower anchor is drilled with the naked rock river bed (3-4) Hole, for the stake holes in 5m is not less than to laying and its depth vertically, the groined type steel buttress bottom is located at the interior of the stake holes Middle side part；The steel buttress anchor structure (3-5-1) is the concrete knot by injecting the concrete form in the stake holes Structure, the height of the steel buttress anchor structure (3-5-1) are consistent with the depth of the stake holes；The groined type steel buttress includes four Root architecture and the vertical steel pipe of size all same (3-5-2), pass through level between adjacent two vertical steel pipes (3-5-2) Connecting rod (5-3) is fastenedly connected, and the horizontal brace rod (5-3) is located above steel buttress anchor structure (3-5-1)；Described in every The bottom of vertical steel pipe (3-5-2) is supported in the stake holes bottom, and the bottom of the every vertical steel pipe (3-5-2) irrigates In steel buttress anchor structure (3-5-1)；When progress adhesion type high-altitude mount support is set up in step 1, anchor pile (8) is constructed using the trestle.
- 10. in accordance with the method for claim 9, it is characterised in that：When being constructed to the trestle, comprise the following steps：Step 101, steel buttress anchoring pile driving construction：Each steel buttress anchor pile (3-5) of institute's construction bridge is constructed respectively, directly To the work progress for completing all steel buttress anchor piles (3-5)；The construction method all same of all steel buttress anchor piles (3-5)；To when steel buttress anchor pile is constructed any one described, process is as follows：Step 1011, drilling：Current institute's construction steel buttress anchor pile is from top to bottom drilled through on naked rock river bed (3-4) using rig The stake holes；Step 1012, the lifting of groined type steel buttress：The groined type steel buttress that shaping is pre-machined is lifted and transferred to step Described in rapid 1011 in stake holes, the groined type steel buttress bottom is set to be located at the middle inside of the stake holes, and make the well word The bottom of the every vertical steel pipe (3-5-2) is supported in the stake holes bottom in shape steel buttress；Step 1013, anchoring：To concrete perfusion in stake holes described in step 1011, after institute's concrete perfusion solidification, obtain The steel buttress anchor structure (3-5-1) of construction molding；Step 102, main beam supporting：It is ready to use in after the completion of steel cofferdam (3-11) construction of pier (22) in the water of constructing, will be applied The girder (3-1) of work trestle is set up in the steel buttress anchor pile for completion of being constructed in step 101, and by before girder (3-1) End is supported on steel cofferdam (3-11) and the rear end of girder (3-1) is supported in bank side supporting table (3-10)；Step 103, floorings are mated formation：Mat formation in a step 102 on the girder (3-1) floorings (3-3)；In step 102 middle girder erection process, horizontal operation platform (3-13) is synchronized and set up, and by girder (3-1) with Horizontal operation platform (3-13), which is fastenedly connected, to be integrated.
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| CN107841952B (en) | 2023-03-28 |
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