CN106536825A - Bridge construction method and bridge structure - Google Patents
Bridge construction method and bridge structure Download PDFInfo
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- CN106536825A CN106536825A CN201480001416.3A CN201480001416A CN106536825A CN 106536825 A CN106536825 A CN 106536825A CN 201480001416 A CN201480001416 A CN 201480001416A CN 106536825 A CN106536825 A CN 106536825A
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- superstructure
- girder
- fixing component
- pile crown
- bridge
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- 238000010276 construction Methods 0.000 title claims abstract description 137
- 238000000034 method Methods 0.000 claims description 48
- 238000009408 flooring Methods 0.000 claims description 32
- 238000003780 insertion Methods 0.000 claims description 18
- 230000037431 insertion Effects 0.000 claims description 18
- 230000033228 biological regulation Effects 0.000 claims description 8
- 239000007787 solid Substances 0.000 claims description 7
- 230000002035 prolonged effect Effects 0.000 claims description 3
- 230000003137 locomotive effect Effects 0.000 description 16
- 239000000203 mixture Substances 0.000 description 10
- 239000004570 mortar (masonry) Substances 0.000 description 10
- 229910000831 Steel Inorganic materials 0.000 description 9
- 239000010959 steel Substances 0.000 description 9
- 238000004080 punching Methods 0.000 description 8
- 238000005452 bending Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
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- 241000208340 Araliaceae Species 0.000 description 1
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 1
- 235000003140 Panax quinquefolius Nutrition 0.000 description 1
- 241001080929 Zeugopterus punctatus Species 0.000 description 1
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- 238000005516 engineering process Methods 0.000 description 1
- 235000008434 ginseng Nutrition 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 229910052751 metal Inorganic materials 0.000 description 1
- 235000020004 porter Nutrition 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 102000012498 secondary active transmembrane transporter activity proteins Human genes 0.000 description 1
- 108040003878 secondary active transmembrane transporter activity proteins Proteins 0.000 description 1
- 238000003466 welding 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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
(Problem) The purpose of the present invention is to provide a bridge structure and a construction method of a bridge which can be constructed on-site in diverse terrains and which results in strong bridges constructed with ease. (Solution) This bridge construction method involves utilizing a superstructure in which main girders and crossbeams are integrally bonded to tubular pile head fixing members provided at intersections between the main girders and crossbeams, and is characterized in that, by joining one end of the main girders of the aforementioned superstructure to the main girders of the superstructure of an existing bridge section, the aforementioned superstructure is linked to the existing bridge section in a state projecting in a cantilevered manner; the pile members are inserted into the pile head fixing members of the linked superstructure, the bottom ends of the pile members are struck into prescribed pile fixing positions, the top ends of the pile members are fixed to the pile head fixing members of the aforementioned superstructure, and deck slabs are arranged along the top of the aforementioned superstructure.
Description
Technical field
The present invention relates to the construction method and structure of a kind of bridge.
Background technology
Used as existing method for bridge construction, such as method disclosed in patent documentation 1 is widely known by the people.With Figure 27 come to this
Construction method is illustrated.
In the construction method, the girder 1 of the trestle unfinished portion for being previously provided with pile crown tube for fixing 4 is made from trestle
Unfinished portion is stretched out with cantilever-shaped, and carries out tension adjustment to wire rod 2 in the way of parallel with the girder 1, so as to this is led
The direction of beam 1 or angle or askew status adjust and keep to state is nearly completed, wherein the wire rod 2 is along the stack
The girder 1 of bridge unfinished portion across the girder 1 stretch out leading section and trestle is completed between part.Thus, make installation
Completion statuses are closely located in the pile crown tube for fixing 4 of the girder 1, and tubulose stake 5 is carried out via the pile crown tube for fixing 4
Piling.In addition, the crossbeam 3 and girder 1 of pile crown tube for fixing 4 will be provided with the rotatable double-sleeve structure in circumferentially direction
Connection.
But, in the construction method of aforesaid existing bridge, it should which the problem points of improvement are as follows.In existing bridge
Construction method in, shown in such as Figure 27 (b), above pile crown tube for fixing 4, between P4 and iron floorings 6, there is interval.Cause
This, it has to is only by the top cover (not shown) that is configured on pile crown tube for fixing 4 keeping the power pushed up upwards from tubulose stake 5
With the load-carrying of superstructure itself.The problem of the intensity for being difficult to further improve bridge is accordingly, there exist, this point needs to improve.
In addition, there is situation about cannot use because of the site contour difference for building a bridge in the method.For example, across river
In the case of building a bridge between the mountain of stream, the method cannot be used in following situation：I.e., it is impossible to by the mountain of side and opposite side
Mountain between with linear situation about linking；There is the situation of difference of height between the mountain of side and the mountain of opposite side.
【Prior art literature】
【Patent documentation】
Patent documentation：Japanese Unexamined Patent Publication 2000-096582 publications
The content of the invention
Invention problem to be solved
The problem to be solved in the present invention is, there is provided a kind of bridge of high intensity of can easily constructing, construct, and can be
The construction method and bridge structure of the bridge constructed in various landform scenes.
The method for solving problem
The method for bridge construction of the present invention, its using by girder and crossbeam, tubulose pile crown fixing component with integral manner
The superstructure of engagement, the pile crown fixing component are arranged at the point of intersection of the girder and the crossbeam, the bridge construction
Method is characterised by, by by the girder of the one end of the girder of the superstructure and the superstructure in the portion that builds a bridge
Engagement, the superstructure is connected with the portion of building a bridge with the cantilever-shaped state stretched out, pile element insertion is linked
The superstructure the pile crown fixing component, the stake fixed position of regulation is squeezed into in the lower end of the pile element, by institute
The pile crown fixing component of the superstructure is fixed in the upper end for stating pile element, along the top configuration bridge floor of the superstructure
Plate, in the superstructure, above the pile crown fixing component directly or indirectly be configured at the superstructure it
On floorings contact, and above the pile crown fixing component with the pile element of pile crown fixing component described in insertion
Central shaft is perpendicular.
The bridge structure of the present invention, which is used and girder and crossbeam, the pile crown fixing component of tubulose is engaged with integral manner
Superstructure, the pile crown fixing component is arranged at the point of intersection of the girder and the crossbeam, the method for bridge construction
It is characterised by, multiple superstructures are linked by the one end of girder is engaged with each other, and make what pile element insertion had linked
The stake fixed position of regulation is squeezed in the lower end of the pile element by the pile crown fixing component of the superstructure, will be described
The pile crown fixing component of the superstructure is fixed in the upper end of pile element, along the top configuration bridge floor of the superstructure
Plate, in the superstructure, above the pile crown fixing component directly or indirectly be configured at the superstructure it
On floorings contact, and above the pile crown fixing component with the pile element of pile crown fixing component described in insertion
Central shaft is perpendicular.
In addition, the method for bridge construction and bridge structure of the present invention, it is characterised in that in the superstructure, at which
Between configure the pile crown fixing component center side girder and be engaged in the girder of opposite side and be configured in the horizontal plane
On same straight line.
In addition, the method for bridge construction and bridge structure of the present invention, it is characterised in that in the superstructure, engagement
It is inclined with horizontal direction in the girder of the pile crown fixing component.
In addition, the method for bridge construction and bridge structure of the present invention, it is characterised in that in the superstructure, at which
Between configure the pile crown fixing component center side girder and be engaged in the girder of opposite side and be configured in vertical
On same straight line.
In addition, the method for bridge construction and bridge structure of the present invention, it is characterised in that in the superstructure, be used for
The crossbeam linked between the pile crown fixing component adjacent in the direction of the width has difference extension, and the difference is prolonged
Extending portion is extended in the way of parallel with the girder for being engaged in the pile crown fixing component, not with the pile crown fixing component
Second girder of engagement is engaged in the difference extension.
In addition, the method for bridge construction and bridge structure of the present invention, it is characterised in that the upper end of the pile element is fixed
After the pile crown fixing component of the superstructure, secondary girder is engaged on the girder, and is engaged on the crossbeam
Secondary crossbeam, via the secondary girder and the secondary crossbeam along the top configuration floorings of the superstructure.
Invention effect
Method for bridge construction of the invention and bridge structure, can be directly or indirectly above pile crown fixing component
Closed by bed version.Load-carrying therefore, it is possible to make floorings resists up pushing up for the pile element of insertion pile crown fixing component
Power.Therefore, it is possible to carry out the construction of the higher bridge of intensity.Further, since above the pile crown fixing component of tubulose relative to
The central shaft of pile element is perpendicular, can easily make pile element insertion pile crown fixing component.Therefore, it is possible to easily carry out bridge
The construction of beam.
In addition, method for bridge construction of the invention and bridge structure, due in the superstructure, across described
The center of pile crown fixing component is engaged in the girder of side and the girder for being engaged in opposite side is configured in the horizontal plane with always
On line, therefore, it is possible to the construction for easily carrying out the bridge with the structure for bending in the horizontal plane.Thus, for example, across river
When building a bridge between the mountain of stream, though cannot with when linearly linking between the mountain of side and the mountain of opposite side,
Also bridge can be bent and is set up.
In addition, method for bridge construction of the invention and bridge structure, in the superstructure, tie on the top
In structure, the girder for being engaged in the pile crown fixing component is inclined relative to horizontal direction, it is thus possible to easily carry out with phase
For the bridge of the inclined structure of horizontal direction.Thus, for example, when building a bridge between the mountain in river, even if one
When there is difference of height between the mountain of side and the mountain of opposite side, it is also possible to incline bridge and set up.
In addition, method for bridge construction of the invention and bridge structure, in the superstructure, tie on the top
In structure, the girder of side is engaged in across the center of the pile crown fixing component and is engaged in the girder of opposite side in vertical
Configure on the same line, therefore, it is possible to easily carry out the construction with the bridge relative to the inclined structure of horizontal direction.
In addition, method for bridge construction of the invention and bridge structure, in the superstructure, tie on the top
In structure, the crossbeam between the pile crown fixing component that will be adjoined on link width direction has difference extension, described
Difference extension is parallel with the girder for being engaged in the pile crown fixing component and extend, without and the pile crown fixing component
Second girder of engagement is engaged in the difference extension, therefore when the construction of bridge of wider width is carried out, can not increase
The quantity of staking and increase the quantity of girder.Therefore, it is possible to construct with high intensity and easily the bridge of wider width.
In addition, method for bridge construction of the invention and bridge structure, as secondary girder is engaged on the girder,
And secondary crossbeam is engaged on the crossbeam, it is possible to improving the intensity of superstructure.Therefore, even if a structure must increased
The construction of bridge can be also carried out where the distance between part is such.
Description of the drawings
Fig. 1 is the three-view diagram of the superstructure adopted in the construction method of the bridge of the present invention.
Fig. 2 is the figure of the composition of the pile crown fixing component for illustrating superstructure.
Fig. 3 be illustrate into portion construct when the method for bridge construction for having used superstructure figure.
Fig. 4 be illustrate into portion construct when the method for bridge construction for having used superstructure figure.
Fig. 5 be illustrate into portion construct when the method for bridge construction for having used superstructure figure.
Fig. 6 be illustrate into portion construct when the method for bridge construction for having used superstructure figure.
Fig. 7 be illustrate into portion construct when the method for bridge construction for having used superstructure figure.
Fig. 8 be illustrate into portion construct when the method for bridge construction for having used superstructure figure.
Fig. 9 is a part of profile after floorings FS constructions have been carried out in superstructure 101.
Figure 10 is the three-view diagram of the superstructure used in the method for bridge construction of the present invention.
Figure 11 is the figure of the method for bridge construction for having used superstructure when illustrating that standard portion constructs.
Figure 12 is the figure of the method for bridge construction for having used superstructure when illustrating that standard portion constructs.
Figure 13 is the figure of the method for bridge construction for having used superstructure when illustrating that standard portion constructs.
Figure 14 is the figure of the method for bridge construction for having used superstructure when illustrating that standard portion constructs.
Figure 15 is the three-view diagram of the superstructure used in the method for bridge construction of the present invention.
Figure 16 is a part of profile after floorings FS constructions have been carried out in superstructure.
Figure 17 is the figure of the other embodiment for illustrating superstructure.
Figure 18 is the figure of the composition of the superstructure used in the method for bridge construction for illustrating the present invention.
Figure 19 is the schematic top of the bridge after being shown with Superstructure Construction.
Figure 20 is the schematic side view of the bridge after being shown with Superstructure Construction.
Figure 21 is the figure of the composition of the superstructure used in the method for bridge construction for illustrating the present invention.
Figure 22 be illustrate into portion construct when the method for bridge construction for having used superstructure figure.
Figure 23 is the top view of the superstructure for engaging secondary girder and secondary crossbeam.
Figure 24 illustrates the profile of the engagement state of girder and secondary girder.
Figure 25 is to be connected with the superstructure of secondary girder the side view of the superstructure for having carried out floorings FS constructions.
Figure 26 is to be connected with the superstructure of secondary girder the side view of the superstructure for having carried out floorings FS constructions.
Figure 27 is the figure of the construction method for illustrating bridge of the prior art.
Specific embodiment
Hereinafter, referring to the drawings embodiments of the invention are described in detail.
Embodiment 1
(first, the composition of superstructure)
With reference to Fig. 1, the superstructure 101 used in method for bridge construction to the present invention is illustrated.Generally, construction bridge
Liang Qian, pre-assembled superstructure 101.Moreover it is preferred that during assembling, in factory etc. to the porters such as truck can be used
The big part that tool is carried is assembled, and then, after handbarrow is transported to actual job site, group at the construction field (site)
Dress up the form of the superstructure 1 shown in Fig. 1.
Herein, top views of the Fig. 1 (a) for superstructure 101, front views of the Fig. 1 (b) for superstructure 101, Fig. 1 (c) is
The right view of superstructure 101.As shown in Fig. 1 (a), superstructure 101 is by the stake of multiple girders 111 and crossbeam 113, tubulose
Head fixing component 115 is engaged in a unitary manner and is constituted, and the pile crown fixing component 115 is arranged at girder 111 and crossbeam
113 point of intersection.
Girder 111 and crossbeam 113 are configured to ladder shape.Additionally, girder 111 and crossbeam 113 are formed by H profile steel.
Girder 111 includes relatively short girder 111a and relatively long girder 111b.As shown in Fig. 1 (c), girder
One end of 111a and girder 111b is respectively welded and is fixed on the side 115a (aftermentioned) of pile crown fixing component 115.In addition, as schemed
Shown in 1 (a), (c), the other end for being not fixed to pile crown fixing component 115 of girder 111a and girder 111b, using what is specified
Fixed plate and bolt, nut are docked mutually, are engaged in the horizontal plane and in vertical on straight line.
Crossbeam 113 includes the crossbeam 113a and crossbeam 113b of specific length.As shown in Fig. 1 (b), crossbeam 113a and crossbeam
One end of 113b is respectively welded and is fixed on the side 115a of pile crown fixing component 115.In addition, as shown in Fig. 1 (a), (b), it is horizontal
The other end for being not fixed to pile crown fixing component 115 of beam 113a and crossbeam 113b, using the fixed plate and bolt specified,
Nut is docked mutually in the horizontal plane and is engaged on straight line in vertical.
As shown in Fig. 1 (a), the center C5 of pile crown fixing component 115 is configured on the central shaft J1 of girder 111.In addition, stake
The center C5 of head fixing component 115 is configured on the central shaft J3 of crossbeam 113, i.e. pile crown fixing component 115 is so that its center C5
Be the central shaft J1 and crossbeam 113 of girder 111 central shaft J3 intersection point on mode configure.Thereby, it is possible to make it easy to
The shape of adjustment superstructure 101.In addition, as shown in Fig. 1 (b), pile crown fixing component 115 is so that its P5 above and insertion pile crown
The mode that the central shaft J5 of the steel-pipe pile of fixing component 115 is perpendicular is configured.And, such as shown in Fig. 1 (c), fix across pile crown
Component 115 and configure girder 111 be configured on straight line in vertical.
Additionally, in each pile crown fixing component 115, being bonded to girder 111a, girder 111b and crossbeam 113a or crossbeam
113b.But, for the pile crown fixing component 115 of the upper end for being located in the superstructure 101 of Fig. 1 (a), in pile crown fixing component
Girder 111a and crossbeam 113a or crossbeam 113b are bonded on 115 only.Additionally, in Fig. 1 (a)-(c), omitting expression and being configured at
The flank 115c (aftermentioned) of each pile crown fixing component 115.
The structure of pile crown fixing component 115 is illustrated with reference to Fig. 2.Additionally, Fig. 2 (a) illustrates pile crown fixing component 115
Top view, Fig. 2 (b) illustrates the X-X profiles of the pile crown fixing component 115 shown in Fig. 2 (a).As shown in Fig. 2 (a), pile crown is solid
Component 115 is determined with cylindrical portion 115a, edge of a wing portion 115b and flank 115c.Edge of a wing portion is configured with one end of cylindrical portion 115a
115b.In edge of a wing portion, 115b is formed with multiple hole 115d.Hole 115d is in order that with bolt, nut will be pile crown top cover (aftermentioned) solid
Formed due to pile crown fixing component 115.The internal diameter of cylindrical portion 115a and edge of a wing portion 115b and the steel-pipe pile for constituting bridge pier
External diameter is roughly equal.
Flank 115c is from the center C5 of pile crown fixing component 115 with radial configuration.As shown in Fig. 2 (b), flank 115c connects
Side and edge of a wing portion 115b together in cylindrical portion 115a.Thus strengthen the intensity of pile crown fixing component 115.
(second, method for bridge construction)
Reference picture 3- Fig. 7 is to being illustrated using the method for bridge construction of superstructure 101.Additionally, with regard to bridge construction
Method, respectively to relative to abutment using superstructure 101 as construct into portion when (when below, constructing into portion),
And when constructing to new superstructure 101 relative to the superstructure 101 constructed (when below, standard portion constructs)
Illustrate.When standard portion constructs, as will be described, by the one end of the girder of new superstructure with set up
The girder of the superstructure of rim bridge is engaged, and thus, new superstructure is being linked to the cantilever-shaped state stretched out
Build a bridge portion.
When the 1st, constructing into portion
As shown in Fig. 3 (a), using the crane locomotive CT being configured on the abutment BA for completing to construct and vibration pile driving hammer is used
VH, arranges guiding stake G1- guiding stake G4 with rectangular shape in assigned position.Additionally, in Fig. 3 (a), being guiding stake G1, drawing
The guiding stake G2 of the inboard of guide pile G3, guiding stake G4 write on parenthetic representing.
Next, as shown in Fig. 3 (b), the guiding arranged for the front end parallel to abutment BA using crane locomotive CT
Stake G1 and guiding stake G2, the mode put up a bridge arrange joist R1.It is for guiding stake G3 and guiding stake G4, same to arrange
Joist R2.As shown in Fig. 3 (c), superstructure 101 is configured on joist R1, joist R2 with crane locomotive CT.
As shown in Fig. 4 (a), using crane locomotive CT, the pile crown that desktop machine TM is configured at superstructure 101 is solid
Determine on component 115.Next, as shown in Fig. 4 (b), making punching hammer DH into shape from top insertion desktop machine TM using crane locomotive CT
And pile crown fixing component 115.Also, as shown in Fig. 4 (c), ground is dug by desktop machine TM and punching hammer DH, being formed is used for
Steel-pipe pile is fixed on into the fixing hole of ground.
As shown in Fig. 5 (a), after forming fixing hole, punching hammer DH is extracted from upside.Further, dismantle desktop machine TM.With it is upper
State similarly, such as shown in Fig. 5 (b), desktop machine TM is configured in another pile crown fixing component 115 of superstructure 101, and is matched somebody with somebody
Punching hammer DH is put, ground is then dug, and then is dug a fixing hole again.Then, as shown in Fig. 5 (c), using crane locomotive CT
While the mobile bucket BK equipped with mortar, the mortar for consolidating is poured in fixing hole using conduit TT.
As shown in Fig. 6 (a), after pouring mortar, using crane locomotive CT, the steel-pipe pile SP of composition bridge pier is made from top insertion
Pile crown fixing component 115, and it is inserted in fixing hole.Thereafter, as shown in Fig. 6 (b), steel-pipe pile SP is inserted in after fixing hole, is led to
Cross crane locomotive CT to operate pile hammer HB, so as to carry out the piling of steel-pipe pile SP.
As shown in Fig. 7 (a), upwardly projecting steel-pipe pile SP1 from above superstructure 101 is cut off and removes.Thereafter,
As shown in Fig. 7 (b), mortar is poured in the pile crown of steel-pipe pile SP.
As shown in Fig. 7 (c), after pile crown pours mortar, the spud pile head top cap TC above the pile crown fixing component 115.
The fixation of pile crown fixing component 115 and pile crown top cover TC is completed by following manner：Make bolt through hole 115d and the formation of regulation
In the hole of pile crown top cover TC, and it is fixed with nut, the hole 115d (with reference to Fig. 2) is formed at pile crown fixing component 115
Edge of a wing portion 115b.
As shown in Fig. 8 (a), after pile crown top cover TC is fixed, guiding material is removed.Then, as shown in Fig. 8 (b), set
Track-type construction frame is laid in the superstructure 101 put, so as to complete the construction in the entrance portion in bridge construction.Thereafter, carry out
Bridge construction when standard portion constructs.
After superstructure 101 when like this to constructing into portion is constructed, through shown in embodiment 2 to standard portion
Superstructure 201 during construction is constructed, and the construction of floorings FS and adjustment Concrete S is carried out in superstructure 101.Fig. 9
The side view of the superstructure 101 of the state after carrying out floorings FS and adjustment Concrete C constructions is shown.Additionally, in Fig. 9
In, by a part of pile crown fixing component 115 and a part of steel-pipe pile SP with section representing.
Insertion pile crown fixing component in the way of making steel-pipe pile SP P5 above relative to pile crown fixing component 115 vertical
115, after covered by P5 above pile crown fixing component 115, the construction of floorings FS is carried out on top cover TC.Cause
This, above pile crown fixing component 115, P5 is contacted with PF below floorings FS indirectly via top cover TC.Thus, energy
Enough make the power up pushed up of steel-pipe pile SP is resisted from the load-carrying F1 of floorings FS.Therefore, it is possible to complete the bridge with high intensity
The construction of beam.
Embodiment 2
Superstructure 101 in aforesaid embodiment 1 is used when constructing into portion.On the other hand, this enforcement
Superstructure 201 in example is made to completing (when below, standard portion constructs) when the superstructure 101 after constructing is constructed
.Additionally, the superstructure 101 in embodiment 1 can also be used when standard is constructed.Now, in following construction methods
In, replace superstructure 201 with superstructure 101 come use.
(first, the composition of superstructure)
Illustrate with reference to the superstructure 201 used in method for bridge construction of the Figure 10 for the present invention.Herein, scheme
The top view of 10 (a) for superstructure 201, front views of the Figure 10 (b) for superstructure 201, Figure 10 (c) are superstructure 201
Right side view.Additionally, in Figure 10 (a)-Figure 10 (c), for Fig. 1 (a)-Fig. 1 (c) identical structures, give identical
Reference.
Superstructure 201 is different from the superstructure 101 that girder 111 and crossbeam 113 are configured with ladder shape, its girder
111 and crossbeam 113 configured with "U" shape.
While constructing (second, standard portion)
As shown in Figure 11 (a), match somebody with somebody in superstructure SS of completed construction on the steel-pipe pile SP (1) and steel-pipe pile SP (2)
Put crane locomotive CT.Using crane locomotive CT, superstructure 201 is configured at into assigned position, and by the girder of superstructure 201
111 and superstructure SS girder 111a connection.Thus, superstructure 201 is in cantilever position relative to superstructure SS.This
Outward, can also be as follows：Superstructure 201 is made when assigned position is in cantilever position, in the girder of the superstructure 201 of connection
Wire rod (for example, piano wire) is set up between the girder 111a of 111b and superstructure SS, with the girder 111a with superstructure SS
Parallel mode adjusts the tension force of wire rod, thus, makes the state in the direction of the girder 111b of superstructure 201, angle, crooked etc.
State when being nearly completed (with reference to documents 1).Additionally, as set forth above, it is possible to replacing top to tie using superstructure 101
Structure 201.
Next, as shown in Figure 11 (b), desktop machine TM to be configured at the one of superstructure 201 using crane locomotive CT
In individual pile crown fixing component 115.Then, as shown in Figure 11 (c), make punching hammer DH desk-top from top insertion using crane locomotive CT
Machine TM and pile crown fixing component 115.Now, punching hammer DH is perpendicularly inserted into the P5 (ginsengs above pile crown fixing component 115
According to Figure 10).
As shown in Figure 12 (a), ground is dug using desktop machine TM and punching hammer DH, formed for steel-pipe pile is fixed on
The fixing hole of ground.After forming fixing hole, such as shown in Figure 12 (b), punching hammer DH is extracted from upside.Further, dismantle desktop computer
Device TM.Then, as shown in Figure 12 (c), while with crane locomotive CT bucket BKs of the movement equipped with mortar, will be consolidated using conduit TT
Mortar is poured in fixing hole.
As shown in Figure 13 (a), after pouring mortar, the steel-pipe pile SP (3) for constituting bridge pier is inserted from top with crane locomotive CT
Enter pile crown fixing component 115, and insert fixing hole.Now, steel-pipe pile SP (3) is perpendicularly inserted in pile crown fixing component 115
Above P5 (with reference to Figure 10).Thereafter, as shown in Figure 13 (b), steel-pipe pile SP (3) is inserted after fixing hole, by crane locomotive
CT carries out the piling of steel-pipe pile SP (3) operating pile hammer HB.
As shown in Figure 13 (c), upwardly projecting steel-pipe pile SP1 (3) from above superstructure 201 is cut off and removes.
Thereafter, as shown in Figure 14 (a), mortar is poured in the pile crown of steel-pipe pile SP.It is after pile crown pours mortar, solid in pile crown
Determine spud pile head top cap TC above component 115.The fixation of pile crown fixing component 115 and pile crown top cover TC is complete as follows
Into：Edge of a wing portion 115f (with reference to Fig. 2) for being formed at pile crown fixing component 115 hole 115g and be formed at the hole of pile crown top cover TC
The bolt of middle insertion regulation, and fixed with nut.
Then, as shown in Figure 14 (b), track-type construction frame is laid being provided with superstructure 201.Then, as schemed
Shown in 14 (c), the construction of steel-pipe pile SP (4) in the same manner as the construction with steel-pipe pile SP (3), is carried out, and lays track-type construction frame.
Thereby, it is possible to guarantee the region for carrying out laying based on the floorings of crane locomotive CT.Then, remove the crawler belt for having laid
After formula scaffold, floorings are laid on the region for removing.Thus, complete the construction in bridge construction Plays portion.
Embodiment 3
In the construction method of the bridge in aforesaid embodiment 1 and embodiment 2, floorings are horizontal layings.In this reality
Apply in the construction of the bridge in example, floorings have been laid relative to angle of the horizontal direction in regulation.
(first, the composition of superstructure)
Illustrate with reference to the superstructure 301 used in method for bridge construction of the Figure 15 to the present invention.Superstructure
301 are used when being to constructing relative to the gradient bridge of horizontal direction.Herein, Figure 15 (a) is superstructure 301
Top view, front views of the Figure 15 (b) for superstructure 301, right side views of the Figure 15 (c) for superstructure 301.Additionally,
In Figure 15 (a)-Figure 15 (c), for Fig. 1 (a)-Fig. 1 (c) identical structures, give identical reference, omit which detailed
Narration.
Superstructure 301 has girder 311, crossbeam 113 and pile crown fixing component 115.Girder 311 and crossbeam 113 are configured
Into ladder shape.In addition, girder 311 and crossbeam 113 are formed by H profile steel.Crossbeam 113 includes crossbeam 113a, 113b.
Girder 311 includes relatively short girder 311a, 311c and relatively long girder 311b.As shown in Figure 15 (c), girder
One end of 311a and girder 311c is respectively welded and is fixed on the side 115a (with reference to Fig. 2) of pile crown fixing component 115.In addition,
Such as Figure 15 (a), shown in (c), the two ends of girder 311b are not fixed to pile crown fixing component with girder 311a's and girder 311b
115 one end, is docked mutually and is engaged using the fixed plate and bolt, nut specified.
Crossbeam 113 similarly to Example 1, is constituted by crossbeam 113a and crossbeam 113b the two crossbeams are engaged,
But crossbeam can also be constituted by a component (H profile steel).It is also same in other embodiments.
As shown in Figure 15 (a), the center C5 of pile crown fixing component 115 is configured on the central shaft J1 of girder 311.In addition,
The center C5 of pile crown fixing component 115 is configured on the central shaft J3 of crossbeam 113, i.e. the center C5 of pile crown fixing component 115 with
It is present in the mode of the intersection point of the central shaft J3 of the central shaft J1 and crossbeam 113 of girder 311 and configures.In addition, such as Figure 15 (b) institutes
Show, above pile crown fixing component 115, P5 is with the side perpendicular with the central shaft J5 of the steel-pipe pile of insertion pile crown fixing component 115
Formula and configure.Further, as shown in Figure 15 (c), across the configuration of pile crown fixing component 115 girder 311a, 311c in vertical
Interior relatively horizontal orientation is configured on straight line.On the other hand, the girder 311b being connected between girder 311a and girder 311c exists
Incline relative to horizontal direction in vertical and configure.That is, as shown in Figure 15 (c), superstructure 301 is in make pile crown fixing component
The stairstepping that the part of 115 perimeter flats and the sloping portion along girder 311b are alternately arranged.
(second, employ the construction of the second superstructure 301)
Bridge construction when employing the entrance portion construction of superstructure 301 is same as Example 1.In addition, in standard portion
In construction during construction, similarly to Example 2, employing is in "U" shape and is arranged obliquely the girder 311b of girder 311
Superstructure is being constructed.The construction of bridge when standard portion constructs is same as Example 2.Additionally, the top knot of embodiment 3
When structure 301 can be used in standard construction.Now, in the construction method of embodiment 2, top can be replaced with superstructure 301
Structure 201 is using.
Herein, Figure 16 illustrates the superstructure in the state of the construction for carrying out floorings FS and adjustment Concrete S
301 side view.Additionally, in figure 16, the steel-pipe pile SP of the pile crown fixing component 115 and a part of a part is with section come table
Show.
In the same manner as construction with the superstructure 101 using embodiment 1, in the construction using superstructure 301, also make
Insertion pile crown fixing component 115 in the way of steel-pipe pile SP P5 above relative to pile crown fixing component 115 are vertical, uses top cover TC
Covering carries out the construction of floorings FS on top cover TC above pile crown fixing component 115 after P5.Therefore, pile crown fixing component
Above 115, P5 is indirectly attached to PF below floorings FS via top cover TC.Thereby, it is possible to make the load from floorings FS
Weight F1 resists the power up pushed up of steel-pipe pile SP.Therefore, it is possible to complete the bridge construction of high intensity.Additionally, in order to superstructure
301 inclined planes for forming regulation, are adjusted the construction with Concrete C1.
Embodiment 4
In the construction method of previous embodiment to the bridge of embodiment 3, the girder of superstructure is in the horizontal plane with straight
Wire extends and configures.In the construction of the bridge of the present embodiment, the girder of superstructure is in the horizontal plane and/or in vertical
Configure so that non-linear shape extends.Additionally, in the example in the drawings, the girder of superstructure is shown in the horizontal plane and vertically
The embodiment extended with non-linear shape in the two faces in face.
(first, the composition of superstructure)
Illustrate with reference to the superstructure 401 used in method for bridge construction of the Figure 18 to the present invention.Superstructure
401 carry out using during bridge construction, and the bridge has gradient and in horizontal plane relative to horizontal direction in vertical
Interior bending.Herein, top views of the Figure 18 (a) for superstructure 401, right side views of the Figure 18 (b) for superstructure 401.Additionally,
In figure 18, for Fig. 1 identical structures, give identical reference, omit its detailed narration.
Superstructure 401 has girder 411, crossbeam 116 and pile crown fixing component 115.Girder 511 and crossbeam 117 are configured
For the clathrate of bending.In addition, girder 411 and crossbeam 116 are formed by H profile steel.It is simultaneously unlimited for the number of girder and crossbeam
It is fixed.This is also identical in other examples.
Girder 411 includes relatively short girder 411a, 411c and relatively long girder 411b.As shown in Figure 18 (b), girder
One end of 411a and girder 411c is respectively welded and is fixed on the side 115a (with reference to Fig. 2) of pile crown fixing component 115.In addition,
Such as Figure 18 (a), shown in (b), the two ends of girder 411b are not fixed to pile crown fixing component with girder 411a's and girder 411c
115 one end, is docked mutually and is engaged using the fixed plate and bolt, nut specified.
Crossbeam 116 includes the crossbeam 116a and crossbeam 116b of specific length.As shown in Figure 18 (a), crossbeam 116a and crossbeam
One end of 116b is respectively welded and is fixed on the side surface part of pile crown fixing component 115.In addition, as shown in Figure 18 (a), (b), crossbeam
The other end for being not fixed to pile crown fixing component 115 of 116a and crossbeam 116b by using specified fixed plate and bolt,
Nut is docked mutually, is engaged in the horizontal plane and in vertical on straight line.
In aforesaid embodiment 3, such as shown in Figure 15 (c), relatively short girder 311a, 311c fixes structure along with pile crown
The direction (i.e. horizontal direction) that the central shaft J5 of part 115 is perpendicular extends, but in example 4, such as shown in Figure 18 (b), phase
To short girder 411a, 411c along the direction non-perpendicular with the central shaft of pile crown fixing component 115 (i.e. relative to horizontal direction
Inclined direction) extend.
Thus, in superstructure 401, be engaged in across the side at the center of pile crown fixing component 115 girder 411a and
The girder 411c of opposite side is engaged in, is not configured on the same line in vertical.That is, the line A and line B of Figure 18 (b)
Not on the same line, the angle α formed by line A and line B is less than 180 degree.
As shown in Figure 18 (b), girder 411a and girder 411c is inclined relative to horizontal direction.Therefore, link girder 411a
It is also inclined with horizontal direction with the girder 411b of girder 411c.
Additionally, at least one party being engaged in girder 411a, 411c of pile crown fixing component 115 and horizontal direction are inclined
Can be with, but in order to difference of height is guaranteed under short distance, both sides is all inclined.
In aforesaid embodiment 3, such as shown in Figure 15 (a), one is configured at across the central shaft of pile crown fixing component 115
The girder 311a of side is configured on the same line in the horizontal plane with the girder 311c for being configured at opposite side, but in example 4,
As shown in Figure 18 (a), the girder 411a of side is configured at across the central shaft of pile crown fixing component 115 and is configured at opposite side
Girder 411c configuration is not on the same line in the horizontal plane.That is, the line C and line D of Figure 18 (a) be not in same straight line
On, the angle beta deficiency 180 degree formed by line C and line D.
Additionally, the superstructure 401 of embodiment 4 can possess at least one of side of following compositions (i) (ii).Figure 18 shows
Go out and two are constituted the superstructure for all possessing.
I () is configured at the girder 411a of side across the center of pile crown fixing component 115 and is configured at the master of opposite side
Beam 411c is configured without (with reference to Figure 18 (a)) on the same line in the horizontal plane.
(ii) the girder 411a of side is configured at across the center of pile crown fixing component 115 and be configured at the master of opposite side
At least one of side in beam 411c inclines (with reference to Figure 18 (b)) relative to horizontal direction.
(second, employ the construction of superstructure 401)
The construction of bridge when being constructed using the entrance portion of superstructure 401 is same as Example 1.In addition, standard portion applies
The construction of the bridge in man-hour is same as Example 2, when the superstructure 401 of embodiment 4 can be used in standard construction.Now, exist
In the construction method of embodiment 2, can also to use with the replacement superstructure 201 of superstructure 401.
In construction using superstructure 401, due to being engaged in side and another across the center of pile crown fixing component 115
Girder 411a, 411c of side is configured without on the same line in the horizontal plane, it is thus possible to easily carried out in the horizontal plane
The construction of the bridge with warp architecture.Thus, for example, as shown in figure 19, when between the mountain of river (R) (M1, M2)
When building a bridge, though cannot with the case of linearly connecting between the mountain (M1) of side and the mountain (M2) of opposite side etc.,
Also bridge can be bent and is set up.Circle depicted in figure 19 represents the stake for squeezing into ground.Additionally, after Figure 19 has been shown with
The situation of the superstructure 501 of the embodiment 5 stated, the superstructure of embodiment 4 can also carry out same construction.
In addition, in superstructure 401, being engaged in the master of side and opposite side across the center of pile crown fixing component 115
Beam 311a, girder 311c relative to horizontal direction incline and configure, it is thus possible to easily carry out with relative to horizontal direction be in
The construction of the bridge of inclined structure.Thus, for example, when building a bridge between the mountain of river (R) (M1, M2), even if
When there is difference of height between the mountain (M1) of side and the mountain (M2) of opposite side etc., also bridge can be set up in an inclined manner.
Additionally, the single dotted broken line (L) of Figure 19 represents horizontal line.
Embodiment 5
(first, the composition of superstructure)
Illustrate with reference to the superstructure 501 used in method for bridge construction of the Figure 21 to the present invention.Superstructure 501
Used during the construction for being the bridge being curved in the horizontal plane.Herein, Figure 21 (a) is the top view of superstructure 501,
Figure 21 (b) is the front view of superstructure 501.Additionally, in figure 21, for Fig. 1 identical structures, give same accompanying drawing mark
Note, omits its detailed narration.
Superstructure 501 has girder 511, crossbeam 117 and pile crown fixing component 115.Girder 511 and crossbeam 117 are configured
For the clathrate of bending.In addition, girder 511 and crossbeam 117 are formed by H profile steel.
Girder 511 includes relatively short girder 511a, 511c and relatively long girder 511b.As shown in Figure 21 (b), girder
One end of 511a and girder 511c is respectively welded and is fixed on the side 115a (with reference to Fig. 2) of pile crown fixing component 115.In addition,
Such as Figure 21 (a), shown in (b), the two ends of girder 511b are not fixed to pile crown fixing component with girder 511a's and girder 511c
115 one end, is docked mutually and is engaged using the fixed plate and bolt, nut specified.
In embodiment 5, similarly to Example 4, as shown in Figure 21 (a), across the central shaft of pile crown fixing component 115
And the girder 511a and the girder 511c for being configured at opposite side for being configured at side is configured on same straight line in the horizontal plane.
But, the superstructure 501 of embodiment 5 is characterised by possessing 512 this point of the second girder described later, girder
The configuration of 511a and girder 511c is not limited to the configuration shown in figure.Therefore, in embodiment 5, girder 511a and master
Beam 511c is can be only fitted on same straight line in the horizontal plane.In addition, girder 511a and girder 511c can be only fitted to level side
Upwards, it is also possible to incline relative to horizontal direction and configure.
In superstructure 501, the crossbeam 117 for connecting adjacent pile crown fixing component 115,115 in the direction of the width has
Difference extension 117d, the difference extension 117d are with the girder 511a-511c for being engaged in pile crown fixing component 115 abreast
Extend.In addition, so-called " parallel ", not merely means completely parallel situation, also comprising almost parallel situation.
Crossbeam 117 includes crossbeam 117a, 117b, 117c.As shown in Figure 21 (b), one end of crossbeam 117a and crossbeam 117c
It is respectively welded and is fixed on side surface part 115a (with reference to Fig. 2) of pile crown fixing component 115.In addition, such as Figure 21 (a), Figure 21 (b) institutes
Show, the two ends of crossbeam 117b are with one end for being not fixed to pile crown fixing component 115 of crossbeam 117a and crossbeam 117c by weldering
Connect or dock mutually, and engage using the fixed plate and bolt, nut specified.
Crossbeam 117b forms substantially crosswise with and difference extension 117d that extend parallel with girder 511 during vertical view.
It is not engaged the second girder 512 in pile crown fixing component 115 and is engaged in difference extension 117d.Second girder 512 with master
Beam 511a, 511b, 511c parallel mode extends.
(second, employ the construction of superstructure 501)
The construction of bridge when being constructed using the entrance portion of superstructure 501 is same as Example 1.In addition, standard portion applies
The construction of the bridge in man-hour is same as Example 2, when the superstructure 501 of embodiment 5 can be used for standard construction.Now,
In the construction method of embodiment 2, superstructure 201 can be replaced to use with superstructure 501.
In construction using superstructure 501, for superstructure 501, connection pile crown adjacent in the direction of the width
The crossbeam 117 of fixing component 115,115 has a difference extension 117d, the difference extension 117d be engaged in pile crown and fix
The mode that the girder 511a-511c of component 115 is parallel extends, due to without the second master engaged with pile crown fixing component 115
Beam 512 is engaged in difference extension 117d, therefore, when the bridge construction of wider width is carried out, stake can need not increased
Increase the quantity of girder in the case of quantity.Therefore, it is possible to construct with high intensity and easily the bridge of wider width.
Embodiment 6
In embodiment 6, secondary girder is engaged on girder, and secondary crossbeam is engaged on crossbeam.Thus, improve top
The intensity of structure.With reference to Figure 22, the method for bridge construction under the case for this embodiment is illustrated.
This construction method from start partway till, employ and 7 identical construction method of embodiment 1- embodiment, therefore
The description thereof will be omitted.In the present embodiment, girder 111 and crossbeam are H profile steel, make the edge of a wing at width two ends respectively towards up and down
Direction, and make the web between the edge of a wing be in vertical.
After as Fig. 7 (c) fix pile crown top cover TC, as shown in Figure 22 (a), guiding material is removed.Additionally, Figure 22
A the operation content of () is identical with the operation content of Fig. 8 (a).
Next, as shown in Figure 22 (b), secondary girder 611 is engaged on girder 111, and secondary crossbeam is engaged on crossbeam.This
Outward, as crossbeam and secondary crossbeam are located at the opposite side of girder 111 and secondary girder 611, therefore can't see in Figure 22.In fig 23,
The top view for engaging the superstructure 601 after secondary girder 611, secondary crossbeam 613 is shown.It is solid that secondary girder 611 runs through pile crown
Determine on component 115, and be engaged on girder.The end of secondary crossbeam 613 is engaged in the side of secondary girder 611.Additionally, secondary horizontal
Beam 613 is run through on pile crown fixing component 115, and the end of secondary girder 611 is engaged in the side of secondary crossbeam 613 can also.Separately
Outward, the end of secondary girder 611 and the end of secondary crossbeam 613 can also be engaged on pile crown fixing component 115.
Secondary girder 611 and secondary crossbeam 613 in the same manner as girder 111 and crossbeam are H profile steel, make width two ends respectively
The edge of a wing towards above-below direction, and make web between the edge of a wing be in vertical.That is, girder 111 and secondary girder 611 are by each
From the edge of a wing contact, crossbeam and secondary crossbeam 613 contact also by the respective edge of a wing.Additionally, secondary girder 611 and secondary crossbeam can
To be respectively a H profile steel, it is also possible to multiple H profile steels are connected in the longitudinal direction and use.For method of attachment has no
It is particularly limited to, for example can be using the connection identical method with girder and crossbeam.Also, the company of secondary girder 611 and secondary crossbeam
Connect position preferably not overlap in the vertical direction with the link position of girder and crossbeam.So as to prevent link position upper and lower
Overlap on direction caused intensity decreases.
For the engagement of girder 111 and secondary girder 611 and the joint method of crossbeam and secondary crossbeam are not particularly limited.Figure
In 24, the section of secondary girder 611 and girder 111 after engagement is shown.Figure 24 (a) is the state after being engaged by welding,
Figure 24 (b) is providing holes the state after engaging with screw bolt and nut at the respective edge of a wing, and Figure 24 (c) is by Bullman
The respective edge of a wing is clamped and state after engaging by clamping metal die as (trade (brand) name) BU.Such as Figure 24 (c), if using
Bullman BU, then bonding operation is easy, in addition, the recycling of secondary girder 611, secondary crossbeam etc. also becomes easy.
Next, as shown in Figure 22 (c), track-type construction frame is laid on the secondary girder 611 for having arranged and secondary crossbeam, it is complete
Into the construction in the entrance portion in bridge construction.Then, the construction in standard portion is carried out, now, also in the same manner as the construction into portion,
Secondary girder is engaged on girder, secondary crossbeam is engaged on crossbeam.Then, in the secondary girder into portion and standard portion, secondary horizontal stroke
Liang Shang, carries out the construction of floorings FS and adjustment Concrete C.Figure 25 shows has carried out floorings FS and adjustment coagulation
The side view of the superstructure 601 of the state after the construction of native AC.Further, since crossbeam and secondary crossbeam are located at girder and secondary girder
Opposite side, so invisible in Figure 25.
For make secondary girder 611 and secondary crossbeam it is very close to each other be connected to girder 111 and secondary crossbeam, above pile crown top cover TC
With above girder 111 and crossbeam have identical height, therefore, in than girder 111 and horizontal stroke above pile crown fixing component 115
Construction that will be low above beam.
So, the secondary crossbeam of engagement due to the secondary girder of engagement on the girder and on the crossbeam, thus superstructure
Intensity uprise.Therefore, even if the construction of bridge can be also carried out where it must lengthen the distance between pile element.
In addition, secondary girder or secondary crossbeam are arranged on pile crown fixing component, therefore, even if steel-pipe pile is pushed up upwards, also not
Can be damaged with worry floorings.
The secondary girder of the present embodiment and secondary crossbeam can also be applied to the above embodiments 3-5.Show in Figure 26 applicable
In the section of the superstructure 301 of the situation of embodiment 3.Secondary master is engaged in the way of the shape with superstructure 301 is consistent
Beam 631 and secondary crossbeam.Thereby, it is possible to improve the intensity of bridge.
(other embodiment)
(1) shape of superstructure：In aforesaid embodiment 1, superstructure 101 is ladder shape but it is also possible to be square
Shape shape.The superstructure 301 of embodiment 3 is same.In addition, in aforesaid embodiment 2, superstructure 201 is in "U" word
Shape of the shape but it is also possible to be the superstructure 201 for linking multiple "U" shape.When linking, by girder 111a and girder
111b is with linear link.
In addition, in aforesaid embodiment 1, as superstructure 101, being formed two girder 111a, girder 111b
With reference to and the girder 111 (with reference to Fig. 1) that is configured between pile crown fixing component 115, but fix structure for formation is configured at pile crown
The girder quantity of the girder between part 115 is simultaneously not limited.For example, the superstructure 102 as shown in Figure 17 (a), (b), will
Three girder 112a, girder 112b, girder 112c are combined and are formed girder 112.Further, multiple girders are not engaged, and only with one
Individual girder forms the girder being configured between pile crown fixing component 115 can also.Now, pile crown fixing component 115 is incorporated into master
The two ends of beam.
Crossbeam is also with girder similarly, for the crossbeam quantity for forming the crossbeam being configured between pile crown fixing component 115
And be not limited.For example, as the superstructure 102 that Figure 17 (a), (b) are illustrated, can be formed with a crossbeam 114 and be configured at
Crossbeam between pile crown fixing component 115.
(2) combination of crossbeam：In aforesaid embodiment 1- embodiment 3, crossbeam 113 is incorporated into pile crown fixing component 115,
But can be incorporated into the girder of each superstructure, and make superstructure rectangular shaped, ladder-shaped, "U" shape can also.
Industrial application
Present invention is suitably applied to situations below：For example, build a bridge between the mountain in river when, by side
With linear situation about linking, or can not exist between the mountain of side and the mountain of opposite side between mountain and the mountain of opposite side
The situation of difference of height.
Description of reference numerals
101 superstructures
111 girders
111a girders
111b girders
113 crossbeams
113a crossbeams
113b crossbeams
115 pile crown fixing components
Above P5
FS floorings
201 superstructures
301 superstructures
311 girders
311a girders
311b girders
311c girders
102 superstructures
112 girders
112a girders
112b girders
112c girders
114 crossbeams
401 superstructures
411 girders
411a girders
411b girders
411c girders
116 crossbeams
116a crossbeams
116b crossbeams
501 superstructures
511 girders
511a girders
511b girders
511c girders
117 crossbeams
117a crossbeams
117b crossbeams
117c crossbeams
117d difference extensions
512 second girders
601 superstructures
611 secondary girders
613 secondary crossbeams
631 secondary girders
Claims (12)
1. a kind of method for bridge construction, which is using girder and crossbeam, the pile crown fixing component of tubulose are engaged with integral manner
Superstructure, the pile crown fixing component are arranged at the point of intersection of the girder and the crossbeam, the method for bridge construction
It is characterised by,
By the one end of the girder of the superstructure is engaged with the girder of the superstructure in the portion that builds a bridge, will be described
Superstructure is connected with the portion of building a bridge with the cantilever-shaped state stretched out,
The pile crown fixing component of the superstructure that pile element insertion linked is made,
The stake fixed position of regulation is squeezed into in the lower end of the pile element,
The pile crown fixing component of the superstructure is fixed on in the upper end of the pile element,
Along the top configuration floorings of the superstructure,
In the superstructure, above the pile crown fixing component directly or indirectly be configured at the superstructure it
On floorings contact, and above the pile crown fixing component with the pile element of pile crown fixing component described in insertion
Central shaft is perpendicular.
2. the construction method of bridge according to claim 1, it is characterised in that in the superstructure, across described
The center of pile crown fixing component and the girder that is engaged in side and opposite side are configured on the same line in the horizontal plane.
3. the construction method of bridge according to claim 1 and 2, it is characterised in that in the superstructure, be engaged in
The girder of the pile crown fixing component is inclined relative to horizontal direction.
4. the construction method of bridge according to claim 2, it is characterised in that in the superstructure, across described
The center of pile crown fixing component and the girder that is engaged in side and opposite side are configured on the same line in vertical.
5. the construction method of the bridge according to any one of claim 1-4, it is characterised in that
In the superstructure, for linking the crossbeam between the pile crown fixing component adjacent in the direction of the width
With difference extension, the difference extension is prolonged in the way of parallel with the girder for being engaged in the pile crown fixing component
Stretch,
The difference extension is engaged in without the second girder engaged with the pile crown fixing component.
6. the construction method of the bridge according to any one of claim 1-5, it is characterised in that
The upper end of the pile element is fixed on after the pile crown fixing component of the superstructure, is engaged on the girder secondary
Girder, and secondary crossbeam is engaged on the crossbeam,
Via the secondary girder and the secondary crossbeam along the top configuration floorings of the superstructure.
7. a kind of bridge structure, which is using the top that girder and crossbeam, the pile crown fixing component of tubulose are engaged with integral manner
Structure, the pile crown fixing component are arranged at the point of intersection of the girder and the crossbeam, the feature of the method for bridge construction
It is,
Multiple superstructures are linked by the one end of girder is engaged with each other,
The pile crown fixing component of the superstructure that pile element insertion linked is made,
The stake fixed position of regulation is squeezed into in the lower end of the pile element,
The pile crown fixing component of the superstructure is fixed on in the upper end of the pile element,
Along the top configuration floorings of the superstructure,
In the superstructure, above the pile crown fixing component directly or indirectly be configured at the superstructure it
On floorings contact, and above the pile crown fixing component with the pile element of pile crown fixing component described in insertion
Central shaft is perpendicular.
8. bridge structure according to claim 7, it is characterised in that in the superstructure, it is solid across the pile crown
The center of determining component and the girder that is engaged in side and opposite side are configured on the same line in the horizontal plane.
9. the bridge structure according to claim 7 or 8, it is characterised in that in the superstructure, be engaged in the stake
The girder of head fixing component is inclined relative to horizontal direction.
10. bridge structure according to claim 9, it is characterised in that in the superstructure, it is solid across the pile crown
The center of determining component and the girder that is engaged in side and opposite side are configured on the same line in vertical.
11. bridge structures according to any one of claim 7-10, it is characterised in that
In the superstructure, for linking the crossbeam between the pile crown fixing component adjacent in the direction of the width
With difference extension, the difference extension is prolonged in the way of parallel with the girder for being engaged in the pile crown fixing component
Stretch,
The difference extension is engaged in without the second girder engaged with the pile crown fixing component.
12. bridge structures according to any one of claim 7-11, it is characterised in that
Secondary girder is engaged on the girder, and secondary crossbeam is engaged on the crossbeam,
Via the secondary girder and the secondary crossbeam along the top configuration floorings of the superstructure.
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| PCT/JP2014/067463 WO2016001997A1 (en) | 2014-06-30 | 2014-06-30 | Bridge construction method and bridge structure |
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| Publication Number | Publication Date |
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| CN106536825A true CN106536825A (en) | 2017-03-22 |
| CN106536825B CN106536825B (en) | 2019-11-01 |
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| WO (1) | WO2016001997A1 (en) |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109024236A (en) * | 2018-08-24 | 2018-12-18 | 中国建筑局（集团）有限公司 | Steel trestle and construction method thereof |
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| WO2021090439A1 (en) | 2019-11-07 | 2021-05-14 | Ｊｆｅシビル株式会社 | Road structure, formwork jig, and road structure construction method |
| JP7516197B2 (en) | 2020-02-27 | 2024-07-16 | 日本製鉄株式会社 | Quay structure and method for constructing the quay structure |
| JP7364526B2 (en) | 2020-04-10 | 2023-10-18 | 日本製鉄株式会社 | Quay wall structure and construction method of quay wall structure |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1046523A (en) * | 1996-08-02 | 1998-02-17 | Yokoyama Kiso Koji:Kk | Simple temporary bridge temporary pier building construction method |
| JPH10152822A (en) * | 1996-11-22 | 1998-06-09 | Saeki Kensetsu Kogyo Kk | Precast landing bridge structure and wharf construction method using the structure |
| JP2004044236A (en) * | 2002-07-11 | 2004-02-12 | Pc Bridge Co Ltd | Wooden bridge employing outer cable-based prestressed laminated lumber bridge girder, wooden bridge overhanging erection method based on outer cable system, and wooden bridge girder constructed according to the overhanging erection method |
| JP2006249725A (en) * | 2005-03-09 | 2006-09-21 | Kouchi Marutaka:Kk | Joint member of bridge pier and main girder and bridge structure using this joint member |
| JP2006299724A (en) * | 2005-04-25 | 2006-11-02 | Yokoyama Kiso Koji:Kk | Excavation method and discharged soil handling device in pier construction |
| JP2012207516A (en) * | 2011-09-20 | 2012-10-25 | Kouchi Marutaka:Kk | Manufacturing method of superstructure for bridge, bridge and superstructure for bridge |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3043320B2 (en) * | 1998-09-17 | 2000-05-22 | 株式会社高知丸高 | Piling pier construction method and pile pier structure |
| JP2000257006A (en) * | 1999-03-04 | 2000-09-19 | Nippon Steel Corp | Artificial ground structure and its construction method |
-
2014
- 2014-06-30 CN CN201480001416.3A patent/CN106536825B/en active Active
- 2014-06-30 WO PCT/JP2014/067463 patent/WO2016001997A1/en active Application Filing
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1046523A (en) * | 1996-08-02 | 1998-02-17 | Yokoyama Kiso Koji:Kk | Simple temporary bridge temporary pier building construction method |
| JPH10152822A (en) * | 1996-11-22 | 1998-06-09 | Saeki Kensetsu Kogyo Kk | Precast landing bridge structure and wharf construction method using the structure |
| JP2004044236A (en) * | 2002-07-11 | 2004-02-12 | Pc Bridge Co Ltd | Wooden bridge employing outer cable-based prestressed laminated lumber bridge girder, wooden bridge overhanging erection method based on outer cable system, and wooden bridge girder constructed according to the overhanging erection method |
| JP2006249725A (en) * | 2005-03-09 | 2006-09-21 | Kouchi Marutaka:Kk | Joint member of bridge pier and main girder and bridge structure using this joint member |
| JP2006299724A (en) * | 2005-04-25 | 2006-11-02 | Yokoyama Kiso Koji:Kk | Excavation method and discharged soil handling device in pier construction |
| JP2012207516A (en) * | 2011-09-20 | 2012-10-25 | Kouchi Marutaka:Kk | Manufacturing method of superstructure for bridge, bridge and superstructure for bridge |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109024236A (en) * | 2018-08-24 | 2018-12-18 | 中国建筑局（集团）有限公司 | Steel trestle and construction method thereof |
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| CN106536825B (en) | 2019-11-01 |
| WO2016001997A1 (en) | 2016-01-07 |
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