CN107700366A - Deep water high-block bridge degree the bridge construction naked rock river bed trestle of hard stone and construction method - Google Patents
Deep water high-block bridge degree the bridge construction naked rock river bed trestle of hard stone and construction method Download PDFInfo
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- CN107700366A CN107700366A CN201711160995.8A CN201711160995A CN107700366A CN 107700366 A CN107700366 A CN 107700366A CN 201711160995 A CN201711160995 A CN 201711160995A CN 107700366 A CN107700366 A CN 107700366A
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- 238000010276 construction Methods 0.000 title claims abstract description 101
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 67
- 239000011435 rock Substances 0.000 title claims abstract description 63
- 239000004575 stone Substances 0.000 title claims abstract description 32
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 249
- 239000010959 steel Substances 0.000 claims abstract description 249
- 239000004567 concrete Substances 0.000 claims abstract description 35
- 238000009408 flooring Methods 0.000 claims abstract description 31
- 238000000034 method Methods 0.000 claims abstract description 23
- 238000004873 anchoring Methods 0.000 claims abstract description 14
- 238000005086 pumping Methods 0.000 claims abstract description 9
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 7
- 238000009826 distribution Methods 0.000 claims description 68
- 238000005553 drilling Methods 0.000 claims description 35
- 230000010412 perfusion Effects 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 9
- 238000007667 floating Methods 0.000 claims description 8
- 239000004744 fabric Substances 0.000 claims description 7
- 238000009527 percussion Methods 0.000 claims description 5
- 238000007493 shaping process Methods 0.000 claims description 4
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 3
- 238000007711 solidification Methods 0.000 claims description 3
- 230000008023 solidification Effects 0.000 claims description 3
- 230000001360 synchronised effect Effects 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000013461 design Methods 0.000 abstract description 10
- 230000000694 effects Effects 0.000 abstract description 7
- 239000007787 solid Substances 0.000 description 6
- 238000009434 installation Methods 0.000 description 5
- 238000005266 casting Methods 0.000 description 4
- 238000000465 moulding Methods 0.000 description 3
- 230000003139 buffering effect Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000033228 biological regulation Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D15/00—Movable or portable bridges; Floating bridges
- E01D15/12—Portable or sectional bridges
- E01D15/133—Portable or sectional bridges built-up from readily separable standardised sections or elements, e.g. Bailey bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/005—Piers, trestles, bearings, expansion joints or parapets specially adapted for portable or sectional bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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Abstract
The invention discloses a kind of deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone and construction method, the trestle includes trestle body and the horizontal operation platform on front side of trestle body；Trestle body includes bottom bracing structure, girder and floorings, bottom bracing structure includes one or more lower anchors in the steel buttress anchor pile on naked rock river bed, girder front support is supported in the supporting table of bank side on steel cofferdam and its rear end, and concrete pumping pipe is placed with floorings；For horizontal operation putting up platform on steel cofferdam and it is connected as one with girder, steel buttress anchor pile includes groined type steel buttress and steel buttress anchor structure；The method comprising the steps of：First, steel buttress anchoring pile driving construction；2nd, main beam supporting；3rd, floorings are mated formation.Reasonable in design, easy construction of the invention and using effect is good, is supported on naked rock river bed using steel buttress anchor pile is firm, girder rear and front end be respectively supported at steel cofferdam with the supporting table of bank side, saving of work and time.
Description
Technical field
The invention belongs to bridge construction technical field, more particularly, to the deep water high-block bridge degree bridge construction naked rock river of hard stone
Bed trestle and 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.To depth
Water, Gao Dun, Longspan Bridge water in pier carry out in work progress, when riverbed is the naked rock river bed of hard stone, the construction of pier in water
Difficulty is bigger, it usually needs sets up trestle.Wherein, " deep water " refers to that the depth of water of bridge foundation is in 5m~more than 6m, " high pier "
It is highly more than 30 meters to refer to bridge pier, and " large span " refers to porous across footpath overall length >=100 meter and single hole across footpath >=40 meter.Hard stone is (i.e.
Solid rock) refer to fresh complete, particle electrical connection and the rock for having higher mechanical strength, refer generally in saturated-water phase
Under compressive ultimate strength be more than 50 kg/cms rock, such as sedimentary rock, igneous rock, metamorphic rock, solid rock tool
There are very high mechanical strength and very strong water-resistance.Naked rock river bed refers to the exposed bedrock that riverbed is intectate.
When reality is set up to trestle, because bridge location riverbed is naked rock river bed, rock is hard, and the anchoring of trestle buttress is stack
The key of bridge construction technology, and the critical process of trestle construction safety quality control.In deep-water bare solid rock riverbed and
Under streamflow regime, pile foundation construction can not be installed with steel pile casting and carry out mud circulation, set up drilling platform difficulty, therefore use tradition
Method plugs steel sheet pile construction or is drilled to hole construction method difficulty using normal impact, and the anchoring of trestle buttress is a great problem；If
Then needing that chamber type template is installed using pouring underwater concrete parcel steel buttress method, concreting side's amount is bigger, and
The bad control of construction quality, steel buttress anchoring effect is poor, and steel buttress stability is difficult in the case of the storehouse flood discharge of flood season Minjiang upper
To ensure, and also need to remove concrete using Blasting Excavation method by navigation channel and hydraulic department relevant regulations after the completion of trestle use
To original bed face.
The content of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that provide a kind of deep water high pier
The span bridge construction naked rock river bed trestle of hard stone, its reasonable in design, easy construction, remove convenient and using effect
It is good, it is supported in using steel buttress anchor pile is firm on naked rock river bed, it is collateral with bank that girder rear and front end is respectively supported at steel cofferdam
Support on platform, saving of work and time.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of deep water high-block bridge degree bridge construction
With the naked rock river bed trestle of hard stone, it is characterised in that：Including the trestle body for pier in water of constructing and positioned at the trestle body
The horizontal operation platform of front side, pier is reinforced concrete knoll in the water；The trestle body includes bottom bracing structure, level
The girder being set up on the bottom bracing structure and the floorings being layed on girder, the bottom bracing structure include one
Or multiple lower anchors, in the steel buttress anchor pile on naked rock river bed, the steel buttress anchor pile is in vertically to laying, Duo Gesuo
Steel buttress anchor pile is stated to be supported in from the front to the back below girder；The front support of girder pier in for the water of constructing
On steel cofferdam, the rear end of the girder is supported in the supporting table of bank side, and bank side supporting table is the support being erected on riverbank
Platform；The length of the girder is not less than the clear distance between bank side supporting table and steel cofferdam, is placed with and is used on the floorings
Construct the concrete pumping pipe of pier in the water；The horizontal operation putting up platform is on steel cofferdam, the horizontal operation platform
Connected 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.
The above-mentioned deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：The concrete
Length of the pumping line along girder is laid from the front to the back.
The above-mentioned deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：The bank is collateral
The apical side height of support platform is identical with the overhead height of steel cofferdam, and the top surface of the horizontal operation platform is equal with the top surface of floorings
Together.
The above-mentioned deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：The stake holes
Aperture is φ 2m~φ 3m.
The above-mentioned deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：The vertical steel
The external diameter of pipe is φ 0.6m~φ 0.65m, and the clear distance between adjacent two vertical steel pipes is 0.4m~0.7m.
The above-mentioned deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：The groined type
The transverse distribution beam that multiple tracks is laid in same level, the transverse distribution beam and the perpendicular cloth of girder are provided with steel buttress
If the girder is supported in described in multiple tracks on transverse distribution beam, transverse distribution beam described in multiple tracks is in horizontal layout and along girder
Length direction lay from the front to the back.
The above-mentioned deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：The groined type
The quantity that transverse distribution beam is laid on steel buttress is twice, and transverse distribution beam described in twice is respectively front side distribution beam and is located at
The rear side distribution beam at the front side distribution beam rear；
Four vertical steel pipes include the front side steel pipe and two two symmetric supports below the front side distribution beam
Rear side steel pipe of the symmetric support below the rear side distribution beam, two front side steel pipes and two rear side steel pipes are in pair
Claim to lay, two front side steel pipes are symmetrically laid in below the left and right sides of girder, and two rear side steel pipes are symmetrically laid
Below the left and right sides of girder；The front side distribution beam is weldingly fixed on two front side steel pipes, the rear side distribution
Beam is weldingly fixed on two rear side steel pipes；
Connected between adjacent two vertical steel pipes by horizontal brace rod fastening described in the multiple tracks from top to bottom laid
Connect, the horizontal brace rod is shaped steel rod member and is fixedly connected between vertical steel pipe with welding manner；
Two are provided with described in per pass on transverse distribution beam spacing postive stop baffle, the postive stop baffle are carried out to girder
In vertically to laying, two postive stop baffles are symmetrically laid at left and right sides of girder；The overhead height of the postive stop baffle is low
In the apical side height of girder.
The above-mentioned deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：Also include twice
Be laid in same level and to carrying out spacing longitudinal spacing part at the top of girder, the longitudinal spacing part in horizontal layout and
It is in parallel laying with girder, and the girder top card is loaded between longitudinal spacing part described in twice；
The upper distribution beam being laid in same level is provided with the girder from the front to the back, the upper distribution beam is in water
Plain cloth is set and itself and the perpendicular laying of girder；The floorings are paved on described in multiple tracks in upper distribution beam；
Longitudinal spacing part described in twice is respectively positioned on below distribution beam, longitudinal spacing part described in per pass with described in multiple tracks on
Distribution beam, which is fastenedly connected, to be integrated；
The girder includes the Bailey beam laid from left to right of multiple tracks, Bailey beam described in multiple tracks in vertically to lay and its
It is in parallel laying；It is fastenedly connected and is integrated by longitudinal connection structure between Bailey beam described in adjacent twice, the longitudinal direction connects
Binding structure is the truss frame for connecting being spliced by multiple tracks connecting rod；
The floorings are horizontal steel plate, and guard rail is provided with above the left and right sides of the floorings.
Meanwhile the invention also discloses a kind of method and step is simple, reasonable in design and easy construction, construction quality are easy to protect
The deep water high-block bridge degree bridge construction of the card naked rock river bed trestle construction method of hard stone, it is characterised in that this method include with
Lower step：
Step 1: steel buttress anchors pile driving construction：Each steel buttress anchor pile of institute's construction bridge is constructed respectively, until
Complete the work progress of 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 101, 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 102, the lifting of groined type steel buttress：By the groined type steel buttress that shaping is pre-machined lift and transfer to
Described in step 101 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 is supported in the stake holes bottom in shape steel buttress；
Step 103, anchoring：To concrete perfusion in stake holes described in step 101, after institute's concrete perfusion solidification, obtain
Obtain the steel buttress anchor structure of construction molding；
Step 2: 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 1 completion steel buttress anchor pile on, and by the front support of girder on steel cofferdam and will be main
The rear end of beam is supported in the supporting table of bank side；
Step 3: floorings are mated formation：Mat formation described in step 2 on girder floorings；
In step 2 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 above method, it is characterized in that：When being drilled in step 101, bored using the drilling platform for floating on the water surface
Hole；The construction passage for the steel buttress anchor pile of constructing is provided with the drilling platform, the rig is all-hydraulic impact
Clean-out machine and its be installed on the drilling platform；
When the lifting of groined type steel buttress is carried out in step 102, the groined type steel buttress is lifted and transferred using crane barge
In to the stake holes；
In step 103 into the stake holes during concrete perfusion, it is irrigated using the crane barge.
The present invention has advantages below compared with prior art：
1st, steel buttress anchor pile is reasonable in design, using single pile single-column form, using the single pile groined type steel of major diameter
Buttress, its combining structure rigidity is big, and resistance flood impact capacity is strong, easy for construction, and groined type steel buttress bottom anchor jail
Lean on, easy construction.The construction quality of steel buttress anchor pile is easily controlled, and steel buttress anchoring effect is good, trestle resistance flood impact
Ability is strong, securely and reliably.
2nd, using floating platform as drilling platform, convenient disassembly, without setting up drilling platform in addition, it is easy for construction flexibly,
Platform can be facilitated to move, it is securely and reliably, cost-effective.Drilling platform is simple in construction, and raft includes 2 parallel and independent cloth
If platform body, while rig installation is met, significantly saved the dosage of steel, and it is difficult to greatly reduce construction
Degree；Drilled tunnel is arranged between 2 platform bodies, during drilling construction, will not be produced eccentric force, is advantageous to the steady of raft
Determining raft includes 2 platform bodies that are parallel and independently laying, and the clear distance between 2 platform bodies is not less than 2.5m,
While meeting rig installation, the dosage of steel is significantly saved, and difficulty of construction greatly reduces.Also, 2 flat
Connected between playscript with stage directions body by crossbeam, the intensity and toughness of crossbeam is larger, adds the impact resistance of platform body, ensures platform
The stability and globality of body.Meanwhile the drilled tunnel for rig construction is provided between drilling frame and crossbeam,
Without opening up drilled tunnel on raft again, while the drilled tunnel is arranged between 2 platform bodies, drilling construction
When, eccentric force will not be produced, is advantageous to the stabilization of raft；And the setting of bearing beam is the weight for undertaking rig,
Dynamic load caused by the gravity of rig and operation is entered into row buffering, if directly rig is arranged on buoyancy tank,
Buoyancy tank can be deformed, influence the bearing capacity of buoyancy tank.Thus, stake position bore position can effectively be ensured using the drilling platform.
3rd, riverbed is the exposed riverbed of solid rock, and stake holes aperture will not cave in, it is not necessary to install steel pile casting.
4th, construction method is simple, easy construction and using effect are good, using 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 the measure such as steel pile casting, mud off and mud circulation cleaning quarrel, clearly
Hole effect is good, and easy for construction, speed is soon, environmental protection is good and saves cost.Trestle is easily removed after completion, after the completion of engineering construction,
Steel buttress need to only be cut off from riverbed face position and removed when trestle is removed, meet that navigation channel and flood control require, it is convenient to remove.
5th, practical value is high and popularizing application prospect is extensive, and versatility is good, can be commonly used to naked rock river bed trestle steel buttress
In anchoring, construction safety is reliable, and easy for construction, speed is fast, saves construction cost.Used steel buttress anchor pile rigidity is big,
Flood fighting water slug ability is strong, easy for construction, saves construction cost, is particularly useful for the only cylindricality formula steel buttress construction of simple trestle.
In summary, reasonable in design, easy construction of the invention, dismounting are conveniently and using effect is good, using steel buttress
Anchor pile is firm to be supported on naked rock river bed, and girder rear and front end is respectively supported at steel cofferdam and in the supporting table of bank side, saving of labor saves
When.
Below by drawings and examples, technical scheme is described in further detail.
Brief description of the drawings
Fig. 1 is the vertical bridge of the hard naked rock river bed trestle of stone of the present invention to structural representation.
Fig. 2 is the direction across bridge structural representation of the hard naked rock river bed trestle of stone of the present invention.
Fig. 3 is the method flow block diagram when present invention constructs to the naked rock river bed trestle of hard stone.
Fig. 4 uses the structural representation of drilling platform for the present invention.
Description of reference numerals:
1-girder；3-floorings；
4-naked rock river bed；5-steel buttress anchor pile；5-1-steel buttress anchor structure；
5-2-vertical steel pipe；5-3-horizontal brace rod；5-4-transverse distribution beam；
6-postive stop baffle；7-guard rail；8-go up distribution beam；
9-longitudinal spacing part；10-bank side supporting table；11-steel cofferdam；
12-concrete pumping pipe；13-horizontal operation platform；13-1-platform body；
13-2-crossbeam；13-3-bearing beam；13-4-anchor ingot.
Embodiment
A kind of naked rock river bed trestle of hard stone of deep water high-block bridge degree bridge construction as shown in Figure 1 and Figure 2, including for
Construct the trestle body of pier and the horizontal operation platform 13 on front side of the trestle body in water, pier mixes for reinforcing bar in the water
Solidifying knoll；The trestle body includes the girder 1 and laying of bottom bracing structure, level frame on the bottom bracing structure
In the floorings 3 on girder 1, the bottom bracing structure includes one or more lower anchors in the steel branch on naked rock river bed 4
Pier anchor pile 5, the steel buttress anchor pile are in be supported in girder from the front to the back to laying, multiple steel buttress anchor piles vertically
1 lower section；The steel cofferdam 11 of the front support of the girder 1 pier in for the water of constructing, the rear end support of the girder 1
In in bank side supporting table 10, bank side supporting table 10 is the support platform being erected on riverbank；The length of the girder 1 is not small
Clear distance between bank side supporting table 10 and steel cofferdam 11, be placed with the floorings 3 in the water of constructing pier it is mixed
Coagulate native pumping line 12；The horizontal operation platform 13 is erected on steel cofferdam 11, and the horizontal operation platform 13 is connected with girder 1
It is integrated；
The steel buttress anchor pile 5 includes groined type steel buttress and the steel anchored to the groined type steel branch pedestal
Buttress anchor structure 5-1, the stake holes for the steel buttress anchor pile lower anchor, the stake are drilled with the naked rock river bed 4
In 5m is not less than to laying and its depth vertically, the groined type steel buttress bottom is located at the middle inside of the stake holes in hole；Institute
It is by the concrete structure of the concrete form in the injection stake holes, the steel buttress to state steel buttress anchor structure 5-1
Anchor structure 5-1 height is consistent with the depth of the stake holes；The groined type steel buttress includes four root architectures and size is homogeneous
It is fastenedly connected between same vertical steel pipe 5-2, adjacent two vertical steel pipe 5-2 by horizontal brace rod 5-3, the water
Flushconnection bar 5-3 is located above steel buttress anchor structure 5-1；Every vertical steel pipe 5-2 bottom is supported in the stake
Bottom hole portion, every vertical steel pipe 5-2 bottom are poured into steel buttress anchor structure 5-1.
In the present embodiment, length of the concrete pumping pipe 12 along girder 1 is laid from the front to the back.
Also, the concrete pumping pipe 12 is in horizontal layout.Thus, can length that is easy, effectively meeting pier in the water
Apart from concrete conveyance demand.
In the present embodiment, the apical side height of bank side supporting table 10 is identical with the overhead height of steel cofferdam 11, the water
The top surface of flat workbench 13 and the top surface flush of floorings 3.
Thus, the top surface of horizontal operation platform 13 and the top surface of floorings 3, thus can largely simplify pier in water
Work progress.Also, while 13 overall stability of workbench is improved the standard, the position of steel cofferdam 11 can be carried out effective
It is spacing.
Wherein, the horizontal operation platform 13 is the workbench for pier in the water of constructing；The front end of girder 1 with
Horizontal operation platform 13 connects as one.
During practice of construction, the aperture of the stake holes is φ 2m~φ 3m.The external diameter of the vertical steel pipe 5-2 be φ 0.6m~
Clear distance between φ 0.65m, adjacent two vertical steel pipe 5-2 is 0.4m~0.7m.Thus, can be right according to specific needs
Clear distance difference between the aperture of the stake holes, the external diameter of the vertical steel pipe 5-2 and adjacent two vertical steel pipe 5-2
Adjust accordingly.
In the present embodiment, the transverse distribution beam that multiple tracks is laid in same level is provided with the groined type steel buttress
5-4, the transverse distribution beam 5-4 and 1 perpendicular laying of girder, the girder 1 are supported in transverse distribution beam 5-4 described in multiple tracks
On, transverse distribution beam 5-4 described in multiple tracks is from the front to the back laid in horizontal layout and along the length direction of girder 1.
The quantity that transverse distribution beam 5-4 is laid on the groined type steel buttress is twice, transverse distribution beam described in twice
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 5-2 include the front side steel pipe and two two symmetric supports below the front side distribution beam
Rear side steel pipe of the root symmetric support below the rear side distribution beam, two front side steel pipes are in two rear side steel pipes
Symmetrical to lay, two front side steel pipes are symmetrically laid in below the left and right sides of girder 1, two symmetrical cloth of rear side steel pipe
Below the left and right sides of girder 1；The front side distribution beam is weldingly fixed on two front side steel pipes, the rear side point
It is weldingly fixed on beam on two rear side steel pipes.
Pass through horizontal brace rod 5-3 described in the multiple tracks from top to bottom laid between adjacent two vertical steel pipe 5-2
It is fastenedly connected, the horizontal brace rod 5-3 is shaped steel rod member and is fixedly connected between vertical steel pipe 5-2 with welding manner.
Two are provided with transverse distribution beam 5-4 described in per pass spacing postive stop baffle 6, the limit are carried out to girder 1
Position baffle plate 6 is in vertically to laying, and two postive stop baffles 6 are symmetrically laid in the left and right sides of girder 1；The postive stop baffle 6
Overhead height is less than the apical side height of girder 1.
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 spacing longitudinal spacing part 9 is carried out to the top of girder 1, the longitudinal spacing part 9 is in horizontal cloth
And if it is in parallel laying with girder 1, the top card of girder 1 is loaded between longitudinal spacing part 9 described in twice.
In the present embodiment, the upper distribution beam 8 being laid in same level, institute are provided with the girder 1 from the front to the back
It is in horizontal layout and itself and 1 perpendicular laying of girder to state distribution beam 8；The floorings 3 are paved on upper distribution beam 8 described in multiple tracks
On.
Longitudinal spacing part 9 described in twice is respectively positioned on the lower section of distribution beam 8, longitudinal spacing part 9 described in per pass with multiple tracks institute
State distribution beam 8 and be fastenedly connected and be integrated.
In the present embodiment, the girder 1 includes the Bailey beam that multiple tracks is laid from left to right, and Bailey beam described in multiple tracks is in perpendicular
Directly 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 are horizontal steel plate, are provided with above the left and right sides of the floorings 3 anti-
Guardrail 7.
In the present embodiment, pier is located on naked rock river bed in the water and it is located at Minjiang Shuikou Reservoir Tail, Fujian at bridge location
River face 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, flood discharge
When design current velocity 3.3m/s, design and construction water level+62.5m, meet design water level 67m within 2 years one；Riverbed is intectate, exposed base
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, set up from riverbank to water Zhong Dun directions, and the naked rock river bed trestle of hard stone is in water the steel cofferdam of pier
Upstream side, the installation and personnel for meeting concrete pump pipe 12 are passed through, and construction material and equipment use water transportation Ship Transportation.
In the present embodiment, the quantity of the steel buttress anchor pile 5 is two.
, can according to specific needs during practice of construction, the cloth of quantity and each steel buttress anchor pile 5 to steel buttress anchor pile 5
If position adjusts 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 5-2 is external diameter φ 0.63m steel pipe, and horizontal brace rod 5-3 is I-steel, and four vertical steel pipe 5-2 are connected using I-steel
Connect to form entirety, groined type steel buttress is anchored using steel buttress anchor structure 5-1 (drill-pouring structure), effective anchorage depth is
6m, strength grade of concrete used in steel buttress anchor structure 5-1 are C30.
The transverse distribution beam 5-4 is spliced by twice I-steel, transverse distribution beam 5-4 and the groined type steel buttress
Between weld triangle bearing diagonal, on transverse distribution beam 5-4 install Bailey beam use deck type as trestle main bearing beam, trestle
Structure, Bailey beam use three row's single layer structures, and I-steel is laid as bridge floor transverse distribution according to spacing 50cm on Bailey beam top
Beam (i.e. upper distribution beam 8), in bridge floor transverse distribution beam laying depth 6mm steel plates as floorings 3, the width 2.5m of floorings 3,
Bridge floor guardrail (i.e. guard rail 7) is highly 1.2m, and railing is using 75 × 75 × 8mm of ∠ angle steel as railing montant.Trestle region
For prohibited area, navigation mark setting is carried out.
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.
As shown in figure 3, when being constructed to the naked rock river bed trestle of hard stone, comprise the following steps：
Step 1: steel buttress anchors pile driving construction：Each steel buttress anchor pile 5 of institute's construction bridge is constructed respectively, directly
To the work progress for completing all steel buttress anchor piles 5；The construction method all same of all steel buttress anchor piles 5；
To when steel buttress anchor pile 5 is constructed any one described, process is as follows：
Step 101, drilling：Current institute's construction steel buttress anchor pile is from top to bottom drilled through on naked rock river bed 4 using rig
The stake holes；
Step 102, the lifting of groined type steel buttress：By the groined type steel buttress that shaping is pre-machined lift and transfer to
Described in step 101 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
Every vertical steel pipe 5-2 bottom is supported in the stake holes bottom in shape steel buttress；
Step 103, anchoring：To concrete perfusion in stake holes described in step 101, after institute's concrete perfusion solidification, obtain
Obtain the steel buttress anchor structure 5-1 of construction molding；
Step 2: main beam supporting：It is ready to use in after the completion of the construction of steel cofferdam 11 of pier in the water of constructing, by institute's construction bridge
Girder 1 be set up on the steel buttress anchor pile 5 for completion of being constructed in step 1, and by the front support of girder 1 in steel cofferdam 11
Above and by the rear end of girder 1 it is supported in bank side supporting table 10；
Step 3: floorings are mated formation：Mat formation described in step 2 on girder 1 floorings 3.
In step 2 middle girder erection process, horizontal operation platform 12 is synchronized and set up, and by girder 1 and horizontal work
Make platform 12 and be fastenedly connected to be integrated.
In the present embodiment, when being drilled in step 101, 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 102, the groined type steel buttress is lifted and transferred using crane barge
In to the stake holes；
In step 103 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 5-1).The steel buttress anchor structure 5-1
Valid bonding length be not less than 5m, the heavy quarrel thickness in bottom meets drilled pile construction code requirement；By groined type steel branch before perfusion
In pier 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 is C30, then the groined type steel buttress anchoring is completed, and obtains the steel buttress anchor pile 5 of construction molding.By
It is the exposed riverbed of solid rock in riverbed, need not install steel pile casting, mud off and mud using the steel buttress anchor pile 5 follows
The ring measure such as quarrel clearly, groined type steel buttress need to only be cut off from riverbed face position when trestle is removed, the anchor of steel buttress anchor pile 5
Gu safe and reliable, 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 piles 5 are constructed, transverse distribution beam 5-4 is installed on each steel buttress anchor pile 5,
Bailey beam is installed on transverse distribution beam 5-4 again.When reality is installed to transverse distribution beam 5-4 and the Bailey beam, use
Crane barge coordinates installation.Bailey beam transportation by driving after harbour is assembled into pack is installed at bridge location, and Bailey beam support uses 90cm type branch
Frame, after the completion of Bailey beam assembly, all lower boom direction across bridge are integral using I-steel connection, and lower boom and I-steel
Between using U-bolt connect, increase horizontal stability.Bailey beam top is transversely mounted distribution beam 8, spacing 1.0m, Ran Houpu
If 6mm steel plates, finally install guard rail.Due at left and right sides of load-bearing distribution beam and trestle beam-ends head sets spacing measure
(i.e. postive stop baffle 6 and longitudinal spacing part 9), the stability of trestle can be effectively increased.
When steel buttress anchoring pile driving construction is carried out in step 1, constructed according to construction process for bored pile, sink quarrel thickness not
More than 5cm.Institute's concrete perfusion intensity completes the work progress of steel buttress anchor pile 5 after reaching design strength 70% in step 103.
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.
As shown in figure 4, in the present embodiment, the drilling platform includes drilling frame, the floating for the drilling frame installation is put down
Platform and the anchoring mechanism for fixing the raft, the raft include the platform body 13-1 of 2 parallel layings,
Clear distance between 2 platform body 13-1 is not less than 2.5m, and 2 platform body 13-1 are connected by crossbeam 13-2,
The length of the crossbeam 13-2 is more than 2.5m, and the quantity of the crossbeam 13-2 is 2, and 2 crossbeam 13-2 are separately positioned on
The front and rear of the platform body 13-1,2 crossbeam 13-2 with the perpendicular layings of platform body 13-1, institute
The drilled tunnel being provided between drilling frame and the crossbeam 13-2 for the drilling machine construction is stated, the drilling frame is in including multiple
The bearing beam 13-3 equidistantly laid, multiple bearing beam 13-3 are parallel to each other, each bearing beam 13-3 both ends respectively with institute
Platform body 13-1 connections are stated, each bearing beam 13-3 length is 12m~16m, the platform body 13-1, crossbeam
13-2 and bearing beam 13-3 are laid on same plane, and each platform body 13-1 is by multiple buoyancy tanks along single laying
Assembled, multiple buoyancy tanks are laid in same level, and the width of each buoyancy tank is 5m~8m；The anchorage machine
Structure includes multiple anchor ingots 4.
During actual use, the raft includes the platform body 13-1 of 2 parallel layings, 2 platform bodies
Clear distance between 13-1 is not less than 2.5m, has significantly saved the dosage of steel, and difficulty of construction greatly reduces.
During actual use, the clear distance between 2 platform body 13-1 is not less than 2.5m, and the width of each buoyancy tank
Spend for 5m~8m, disclosure satisfy that the size requirement of rig.
In the present embodiment, the weight of the drilling machine master is 19t, the weight 8t of tup, the size of rig plane for it is long ×
Width=7.76m × 2.8m, the stroke of the buoyancy tank upper ram are controlled in 0.3~0.4m.
During actual use, the connector such as screw rod, connecting rod is attached between 2 platform body 13-1, is preferably
Crossbeam 13-2 connections, because the platform body 13-1 is not when the rig carries out operation, be subject to for dead load, when
When the rig carries out bore operation, caused dynamic loading can be impacted, therefore to increase the platform body 13-1
Impact resistance, first have to ensure platform body 13-1 stability and globality, and crossbeam 13-2 intensity and toughness is larger,
It is effectively increased the globality of the platform body 13-1.
During actual use, the length of the crossbeam 13-2 is more than 2.5m, and preferable crossbeam 13-2 length is 2 institutes
The clear distance sum between platform body 13-1 and 2 platform body 13-1 is stated, adds crossbeam 13-2 and 2 platforms
Body 13-1 connection fixing.
During actual use, the setting of the bearing beam 13-3 is the weight for undertaking the rig, by the drilling
Dynamic load caused by the gravity of equipment and operation enters row buffering, if the rig directly is arranged on into the buoyancy tank
On, it can be deformed the buoyancy tank, influence the bearing capacity of the buoyancy tank.
During actual use, each platform body 13-1 is assembled by multiple buoyancy tanks along single laying, preferably
Each platform body 13-1 it is assembled along the buoyancy tank longitudinally laid by 2, and the size of each buoyancy tank is：
Length × width × height=9m × 2.7m × 1.65m.
During actual use, the quantity of the anchoring mechanism is 4 groups, and 4 anchor slabs 5 are fixed on the 4 of the raft
Individual angle point.
In the present embodiment, the crossbeam 13-2 and platform body 13-1 is welded.
During actual use, the crossbeam 13-2 and platform body 13-1 by bolt or can be welded to connect, preferably
To be welded to connect, because caused dynamic loading can make bolt produce loosening in the rig operation process, influence described
The reliability connected between crossbeam 13-2 and platform body 13-1, so as to influence the globality of the floating box type drilling platform and stably
Property.
In the present embodiment, the crossbeam 13-2 and the bearing beam 13-3 are i shaped steel.
During actual use, in order to meet that floating box type drilling platform described in the requirement of strength and stiffness is I36b I-steel.
In the present embodiment, multiple bearing beam 13-3's is centrally disposed in 2 platform body 13-1 middles, described in reduction
Raft produces eccentric force, influences the stability of the raft.
In the present embodiment, the anchor ingot 4 is laid in vertical, and the lower end of the anchor ingot 4 is fixed on basement rock, the anchor ingot 4
Upper end and the platform body 13-1 anchor.
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. deep water high-block bridge degree bridge construction naked rock river bed trestle of hard stone, it is characterised in that：Including for water of constructing The trestle body of middle pier and the horizontal operation platform (13) on front side of the trestle body, pier is armored concrete in the water Pier；The trestle body includes bottom bracing structure, the girder (1) that level frame is located on the bottom bracing structure and is layed in Floorings (3) on girder (1), the bottom bracing structure include one or more lower anchors on naked rock river bed (4) Steel buttress anchor pile (5), the steel buttress anchor pile are in be supported from the front to the back to laying, multiple steel buttress anchor piles vertically Below girder (1)；The steel cofferdam (11) of front support pier in for the water of constructing of the girder (1), the master The rear end of beam (1) is supported in bank side supporting table (10), and bank side supporting table (10) is the support platform being erected on riverbank； The length of the girder (1) is not less than the clear distance between bank side supporting table (10) and steel cofferdam (11), is put on the floorings (3) It is equipped with the concrete pumping pipe (12) for pier in the water of constructing；The horizontal operation platform (13) is erected on steel cofferdam (11) On, the horizontal operation platform (13) connects as one with girder (1)；The steel buttress anchor pile (5) includes groined type steel buttress and the steel branch anchored to the groined type steel branch pedestal Pier anchor structure (5-1), the stake holes for the steel buttress anchor pile lower anchor is drilled with the naked rock river bed (4), it is described For stake holes in 5m is not less than 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 (5-1) is by the concrete structure of the concrete form in the injection stake holes, the steel The height of buttress anchor structure (5-1) is consistent with the depth of the stake holes；The groined type steel buttress includes four root architectures and chi The vertical steel pipe (5-2) of very little all same is tight by horizontal brace rod (5-3) between adjacent two vertical steel pipes (5-2) It is solidly connected, the horizontal brace rod (5-3) is located above steel buttress anchor structure (5-1)；Every vertical steel pipe (5-2) Bottom is supported in the stake holes bottom, and the bottom of the every vertical steel pipe (5-2) is poured into steel buttress anchor structure (5- 1) in.
- 2. according to the naked rock river bed trestle of hard stone of the deep water high-block bridge degree bridge construction described in claim 1, it is characterised in that： Length of the concrete pumping pipe (12) along girder (1) is laid from the front to the back.
- 3. according to the naked rock river bed trestle of hard stone of the deep water high-block bridge degree bridge construction described in claim 1 or 2, its feature exists In：The apical side height of bank side supporting table (10) is identical with the overhead height of steel cofferdam (11), the horizontal operation platform (13) the top surface flush of top surface and floorings (3).
- 4. according to the naked rock river bed trestle of hard stone of the deep water high-block bridge degree bridge construction described in claim 1 or 2, its feature exists In：The aperture of the stake holes is φ 2m~φ 3m.
- 5. according to the naked rock river bed trestle of hard stone of the deep water high-block bridge degree bridge construction described in claim 1 or 2, its feature exists In：The external diameter of the vertical steel pipe (5-2) is φ 0.6m~φ 0.65m, net between adjacent two vertical steel pipes (5-2) Away from for 0.4m~0.7m.
- 6. according to the naked rock river bed trestle of hard stone of the deep water high-block bridge degree bridge construction described in claim 1 or 2, its feature exists In：The transverse distribution beam (5-4) that multiple tracks is laid in same level, the transverse direction point are provided with the groined type steel buttress With beam (5-4) and girder (1) perpendicular laying, the girder (1) is supported in described in multiple tracks on transverse distribution beam (5-4), multiple tracks The transverse distribution beam (5-4) is from the front to the back laid in horizontal layout and along the length direction of girder (1).
- 7. according to the naked rock river bed trestle of hard stone of the deep water high-block bridge degree bridge construction described in claim 6, it is characterised in that： The quantity that transverse distribution beam (5-4) is laid on the groined type steel buttress is twice, transverse distribution beam (5-4) described in twice point Wei not front side distribution beam and the rear side distribution beam positioned at the front side distribution beam rear；Four vertical steel pipes (5-2) include the front side steel pipe and two two symmetric supports below the front side distribution beam Rear side steel pipe of the symmetric support below the rear side distribution beam, two front side steel pipes and two rear side steel pipes are in pair Claim to lay, two front side steel pipes are symmetrically laid in below the left and right sides of girder (1), two symmetrical cloth of rear side steel pipe Below the left and right sides of girder (1)；The front side distribution beam is weldingly fixed on two front side steel pipes, the rear side Distribution beam is weldingly fixed on two rear side steel pipes；Pass through horizontal brace rod (5-3) described in the multiple tracks from top to bottom laid between adjacent two vertical steel pipes (5-2) It is fastenedly connected, the horizontal brace rod (5-3) is shaped steel rod member and fixes company between vertical steel pipe (5-2) with welding manner Connect；Two are provided with described in per pass on transverse distribution beam (5-4) spacing postive stop baffle (6) is carried out to girder (1), it is described Postive stop baffle (6) is in vertically to laying, and two postive stop baffles (6) are symmetrically laid at left and right sides of girder (1)；It is described spacing The overhead height of baffle plate (6) is less than the apical side height of girder (1).
- 8. according to the naked rock river bed trestle of hard stone of the deep water high-block bridge degree bridge construction described in claim 1 or 2, its feature exists In：Also include twice to be laid in same level and to carrying out spacing longitudinal spacing part (9) at the top of girder (1), it is described vertical To locating part (9) in horizontal layout and its with girder (1) be in parallel laying, girder (1) top card is loaded on vertical described in twice To between locating part (9)；The upper distribution beam (8) being laid in same level, the upper distribution beam are provided with the girder (1) from the front to the back (8) it is in horizontal layout and itself and girder (1) perpendicular laying；The floorings (3) are paved on upper distribution beam (8) described in multiple tracks On；Longitudinal spacing part (9) described in twice is respectively positioned on below distribution beam (8), and longitudinal spacing part (9) described in per pass is and multiple tracks The upper distribution beam (8), which is fastenedly connected, to be integrated；The girder (1) includes the Bailey beam laid from left to right of multiple tracks, Bailey beam described in multiple tracks in vertically to lay and its It is in parallel laying；It is fastenedly connected and is integrated by longitudinal connection structure between Bailey beam described in adjacent twice, the longitudinal direction connects Binding structure is the truss frame for connecting being spliced by multiple tracks connecting rod；The floorings (3) are horizontal steel plate, and guard rail (7) is provided with above the left and right sides of the floorings (3).
- A kind of 9. method constructed to trestle as claimed in claim 1, it is characterised in that this method comprises the following steps：Step 1: steel buttress anchors pile driving construction：Each steel buttress anchor pile (5) of institute's construction bridge is constructed respectively, until Complete the work progress of all steel buttress anchor piles (5)；The construction method all same of all steel buttress anchor piles (5)；To when steel buttress anchor pile is constructed any one described, process is as follows：Step 101, drilling：Current institute's construction steel buttress anchor pile is from top to bottom drilled through on naked rock river bed (4) using rig The stake holes；Step 102, 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 101 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 groined type steel The bottom of the every vertical steel pipe (5-2) is supported in the stake holes bottom in buttress；Step 103, anchoring：To concrete perfusion in stake holes described in step 101, after institute's concrete perfusion solidification, applied The steel buttress anchor structure (5-1) of work shaping；Step 2: main beam supporting：It is ready to use in after the completion of steel cofferdam (11) construction of pier in the water of constructing, by institute's construction bridge Girder (1) is set up on the steel buttress anchor pile (5) for completion of being constructed in step 1, and the front support of girder (1) is enclosed in steel It is supported on weir (11) and by the rear end of girder (1) in bank side supporting table (10)；Step 3: floorings are mated formation：Mat formation on the girder described in step 2 (1) floorings (3)；In step 2 middle girder erection process, horizontal operation platform (12) is synchronized and set up, and by girder (1) and horizontal work Make platform (12) and be fastenedly connected to be integrated.
- 10. in accordance with the method for claim 9, it is characterised in that：When being drilled in step 101, using floating on the water surface Drilling platform drilled；The construction passage for the steel buttress anchor pile of constructing is provided with the drilling platform, it is described Rig be all-hydraulic percussion reverse circulation drill and its be installed on the drilling platform；When the lifting of groined type steel buttress is carried out in step 102, the groined type steel buttress is lifted and transferred to institute using crane barge State in stake holes；In step 103 into the stake holes during concrete perfusion, it is irrigated using the crane barge.
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| CN112779850A (en) * | 2020-12-31 | 2021-05-11 | 浙大城市学院 | Granular material cargo transporting trestle platform for river-crossing tunnel navigation sealing cofferdam construction and construction method |
| CN115450126A (en) * | 2022-09-30 | 2022-12-09 | 中铁二十局集团第一工程有限公司 | Bridge supporting structure and construction method |
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