CN106120573B - Multispan cable-carried arch bridge self-balancing button over strait hangs construction method - Google Patents
Multispan cable-carried arch bridge self-balancing button over strait hangs construction method Download PDFInfo
- Publication number
- CN106120573B CN106120573B CN201610511565.5A CN201610511565A CN106120573B CN 106120573 B CN106120573 B CN 106120573B CN 201610511565 A CN201610511565 A CN 201610511565A CN 106120573 B CN106120573 B CN 106120573B
- Authority
- CN
- China
- Prior art keywords
- arch rib
- button
- rib section
- rope
- arch
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
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
- E01D21/10—Cantilevered erection
- E01D21/105—Balanced cantilevered erection
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses multispan cable-carried arch bridge self-balancing button over strait to hang construction method, belongs to bridge technical field.The secondary end bay arch rib of arch bridge is installed using extension method is buckled in the present invention, self-balancing button hanging body system is established in wherein secondary side-span part arch rib section section corresponding with mid-span, carry out self-balancing cantilever installation, and mechanical model is established to whole work progress using finite element analysis software MIDAS CIVIL, and accurate mechanical analysis is carried out to each construction stage.The invention provides multispan cable-carried arch bridge self-balancing button over strait to hang construction method, this method not only inherits the advantages of Inclined cable-stayed mounting technique, the shortcomings that also overcoming Inclined cable-stayed mounting technique, eliminate anchorage cable materials, reduce large-scale temporary engineering amount, the construction surface of bridge installation is also expanded, on the premise of construction quality is ensured, improve operating efficiency, shorten the engineering time, decisive role is served to accelerating construction progress, and greatly reduces construction cost, suitable for the construction of multispan large bridge.
Description
Technical field
The present invention relates to bridge method and technology field, more specifically to multispan cable-carried arch bridge self-balancing over strait
Button hangs construction method.
Background technology
With China railways, increasing, construction long-span arch bridge, the demand of Multi-arch bridge of expressway construction project
Also it is more and more.At present, bridge construction construction method is mainly Support Method, construction by swing and stayed knotting method.Engineering construction
Unit typically can according to the geographical environment residing for the real needs and engineering of engineering construction project using corresponding construction method or
It is to improve existing construction method, but the cost of traditional construction method input is big, and limited by the landform of job site, construct
Face is smaller.
Certain engineering project is builds a multispan cable-carried arch bridge over strait, and the main spanning of the engineering gets over sea, and whole bridge is with main span
Centered on symmetrical structure, steel construction arch rib be 9 degree of introversion CFST X-type arch, local climate inclement condition, strong wind weather are more, to applying
The technical requirements of work are high also to have certain requirement to the construction period simultaneously.
Steel arch bridge is installed using relatively conventional stayed knotting method at present, not only needs substantial amounts of steel strand wires as anchor cable,
And powerful rear anchor is needed, input is very big.And build multispan cable-carried arch bridge and following technological difficulties also be present：Multispan CFST X-type arch
The arch rib of bridge Deformation control difficulty in welding is big；The arch rib of multispan cable-carried arch bridge and bridge deck because joints are very more,
Linearly, corresponding point height control difficulty is big；Ground group is to narrow in the marine construction site for building island.Existing multispan cable-carried arch bridge
Using hanging installation technique thereof is detained by cross, this mounting technique is long in time limit.
The content of the invention
1. invention technical problems to be solved
It is an object of the invention to overcome deficiency of the prior art, there is provided multispan cable-carried arch bridge self-balancing button over strait is hung
Construction method, the advantages of this method not only inherits Inclined cable-stayed mounting technique, also overcome lacking for Inclined cable-stayed mounting technique
Point, eliminates anchorage cable materials, reduces large-scale temporary engineering amount, has also expanded the construction surface of bridge installation, by it is original it is same across
Symmetrical cantilever is expanded as two across even three being constructed across simultaneously, improves operating efficiency, shortens the engineering time, to accelerate to construct into
Degree serves decisive role, and greatly reduces construction cost, suitable for the construction of multispan large bridge.
2. technical scheme
To reach above-mentioned purpose, technical scheme provided by the invention is：
The multispan cable-carried arch bridge self-balancing button over strait of the present invention hangs construction method, comprises the following steps：
First, four sections of the secondary end bay arch rib between 38# piers and 39# piers point is installed using extension method is buckled, wherein arch rib section C2+C3+
C4, C5+C6 and mid-span correspond to section and utilize Self-balancing symmetrical cantilever, and secondary end bay arch rib section C2+C3+C4 corresponds to mid-span arch rib section Z2
+ Z3+Z4, secondary end bay arch rib section C5+C6 correspond to mid-span arch rib section Z5+Z6；
38# piers, 39# piers, 40# piers and 41# piers are provided with button tower, and described button tower sets three Layer assignment beams altogether, and tower top is set
Twice press Tasso, and pylon sets tail rope along bridge to both sides, and tail rope one end is hung on the button anchor beam of button tower, and the other end, which is hung over, to be faced
When anchor point on, secondary end bay arch rib section C2+C3+C4 installation, on the inside of arch springing, the arch rib of group soldering lattice is transported to hoisting area at crane station
Domain, swivel of unloading, sling in place, arch rib section C2+C3+C4 lower ends are connected by code plate with arch springing, and group is to weld seam and installs high-strength
The knotted rope one end being ready for is penetrated button point by bolt, arch rib section C2+C3+C4 upper ends, and the other end is connected with button anchor beam, detains anchor beam
Mouth sets hanger under corresponding end, is hung over temporarily on anchor point by steel wire rope, when knotted rope stress, while tightens up tail rope, make tower
Frame keeps balance, realizes crane and knotted rope stress check calculation, hangs both sides cable wind rope, measurement and positioning, meet drawing requirement, extraction hook
Head, in order to prevent knotted rope, anchor cable steel strand wires from being released in the case of wind shake, add limiting plate to fix at anchor plate rear portion, prevent intermediate plate
Come off；
2nd, 39# piers homonymy corresponds to section installation, and crane is around 39# pier opposite sides, installation mid-span arch rib section Z2+Z3+
Z4, the lifting of crane station arch rib section inner side is in place, and arch rib section Z2+Z3+Z4 lower end groups are to weld seam and install high-strength bolt, arch rib section Z2
Knotted rope is installed in+Z3+Z4 upper ends, and knotted rope other end button is suspended to the other end i.e. tail rope top that corresponding end bay buckles anchor beam, button
Progressively stress, crane gradually unload rope, the complete stress of knotted rope, approximate with corresponding end bay knotted rope stress, and the whole hanging body system that detains reaches
The tail rope is removed after to self-balancing；
3rd, secondary end bay arch rib section C5+C6 liftings, crane station is between C5, C6, and arch rib section lifting is in place, arch rib section C5+
To weld seam, arch rib section C5+C6 upper ends carry out button and hang operation C6 lower ends group, and hang interim cable wind rope, and the other end for detaining anchor beam is hung
Tail rope；
4th, the arch rib section Z5+Z6 of mid-span 3 is installed, and between Standing position of a crane Z5, Z6, arch rib section lifting is in place, arch rib section Z5+
To weld seam, arch rib section Z5+Z6 upper ends carry out button and hang operation Z6 lower ends group, and hang lateral cable wind rope, the other end extension pair of knotted rope
That answers buckles anchor beam one end i.e. tail rope top, keeps button hanging body system self-balancing, removes tail rope.The suspension rod position under arch rib simultaneously
Bridge floor longeron corresponding to placement location, and be connected with arch rib, increase button hangs system stability.
Further improved as the present invention, using finite element analysis software MIDAS CIVIL to whole implementation process
Mechanical model is established, the mechanical analysis of precision has been carried out to each operating mode of each construction stage.
Further improved as the present invention, using digital computer simulation three-dimensional modeling, be accurately positioned button point, anchor
Point, arch rib and button tower etc..
3. beneficial effect
Using technical scheme provided by the invention, compared with prior art, there is following remarkable result：
(1) multispan cable-carried arch bridge self-balancing button over strait of the invention hangs construction method, and two arches are utilized in same button tower both sides
Rib section similar weight, hung using arch rib self-balancing button and adjacent two arch rib, accelerating construction progress are installed simultaneously.
(2) multispan cable-carried arch bridge self-balancing button over strait of the invention hangs construction method, in installation process, first uses tail rope
Keep on one side, when another side is installed later, after keeping self-balancing, tail rope is replaced with knotted rope, this is arch rib installation without support
Button hangs tail rope and knotted rope stress system switch technology.
(3) multispan cable-carried arch bridge self-balancing button over strait of the invention hangs construction method, inherits Inclined cable-stayed mounting technique
The advantages of, the shortcomings that overcoming Inclined cable-stayed mounting technique, anchorage cable materials are eliminated, reduce quantities, reduces and is constructed into
This.
(4) multispan cable-carried arch bridge self-balancing button over strait of the invention hangs construction method, utilizes finite element analysis software MIDAS
CIVIL establishes mechanical model to whole implementation process, and the mechanical analysis of precision has been carried out to each operating mode of each construction stage,
The quality safety of engineering is effectively ensured.
(5) multispan cable-carried arch bridge self-balancing button over strait of the invention hangs construction method, three-dimensional using digital computer simulation
Modeling, it is accurately positioned button point, anchor point, arch rib and button tower etc., construction quality has ensured, and before engineering construction just
The quantity of required steel strand has been had determined, has greatly reduced the waste of material, has reduced construction cost.
(6) multispan cable-carried arch bridge self-balancing button over strait of the invention hangs construction method, breaks through multispan cable-carried arch bridge and detains by cross
Hanging installation technique thereof, make multispan arch rib while be mounted for reality, working face has original same expanded across symmetrical cantilever as two across very
Constructed to three across simultaneously, improve operating efficiency on the premise of construction quality is ensured, shorten the engineering time, reduction is constructed into
This, decisive role is served to accelerating construction progress.
Brief description of the drawings
Fig. 1 is that the multispan cable-carried arch bridge self-balancing button over strait of the present invention hangs the structural representation of arch bridge in construction method；
Fig. 2 is that the multispan cable-carried arch bridge self-balancing button over strait of the present invention hangs time end bay arch rib C2+C3+C4 in construction method
Scheme of installation；
Fig. 3 is that the multispan cable-carried arch bridge self-balancing button over strait of the present invention hangs the peace of mid-span arch rib Z2+Z3+Z4 in construction method
Fill schematic diagram；
Fig. 4 is the peace that the multispan cable-carried arch bridge self-balancing button over strait of the present invention hangs time end bay arch rib C5+C6 in construction method
Fill schematic diagram；
Fig. 5 is that the multispan cable-carried arch bridge self-balancing button over strait of the present invention hangs the installation of mid-span arch rib Z5+Z6 in construction method
Schematic diagram.
Label declaration in schematic diagram：
1st, end bay；2nd, secondary end bay；3rd, mid-span；4th, tower is detained；5th, 38# piers；6th, 39# piers；7th, 40# piers；8th, 41# piers；9th, tower is pressed
Rope；10th, tail rope；11st, knotted rope；12nd, point is detained；13rd, code plate；14th, weld seam；15th, anchor point；16th, arch rib section C2+C3+C4；17th, encircle
Rib section Z2+Z3+Z4；18th, arch rib section C5+C6；19th, arch rib section Z5+Z6.
Embodiment
To further appreciate that present disclosure, the present invention is described in detail in conjunction with the accompanying drawings and embodiments.
As shown in figure 1, the arch bridge structure that the multispan cable-carried arch bridge self-balancing button over strait extension construction method of the present invention is applicable is
Five bridging arch structure forms, are divided into end bay 1, secondary end bay 2 and mid-span 3.Middle three holes are half-through, and end bay 1 is deck type knot
Structure.Five set up four piers, respectively 38# piers 5,39# piers 6,40# piers 7,41# piers 8 successively between.The wherein secondary arch rib of end bay 2 and
The arch rib of mid-span 3 hangs construction method installation using multispan cable-carried arch bridge self-balancing button over strait, and specific installation steps are as follows：
First, as shown in Fig. 2 four sections of the arch rib point of secondary end bay 2 between 38# piers 5 and 39# piers 6 is installed using extension method is buckled.Wherein
Arch rib section C2+C3+C416, C5+C618 and the corresponding section of mid-span 3 utilize Self-balancing symmetrical cantilever.The secondary arch rib section C2+C3+ of end bay 2
C416 corresponds to mid-span 3 arch rib section Z2+Z3+Z417, the secondary arch rib section C5+C618 of end bay 2 and corresponds to the arch rib section Z5+Z619 of mid-span 3.
38# piers 5,39# piers 6,40# piers 7 and 41# piers 8 are respectively arranged with button tower 4, and described button tower 4 sets three Layer assignments altogether
Beam, tower top set twice pressure Tasso 9, and pylon sets tail rope 10 along bridge to both sides, and the one end of tail rope 10 hangs over the button anchor beam of button tower 4
On, the other end is hung on interim anchor point 15.Soldering is organized in the secondary arch rib section C2+C3+C416 of end bay 2 installations, crane station on the inside of arch springing
The arch rib of lattice is transported to lifting region, swivel of unloading, and slings in place, and arch rib section C2+C3+C416 lower ends pass through code plate 13 and arch springing connects
Connect, group is to weld seam 14 and installs high-strength bolt, and the one end of knotted rope 11 being ready for is penetrated button by arch rib section C2+C3+C416 upper ends
Point 12, the other end are connected with button anchor beam, are detained mouth under anchor beam corresponding end and are set hanger, are hung over temporarily by steel wire rope on anchor point 15,
When 11 stress of knotted rope, while tail rope 10 is tightened up, pylon is kept balance, realize crane and the stress check calculation of knotted rope 11, hang
Both sides cable wind rope, measurement and positioning, meet drawing requirement, extract gib head.In order to prevent knotted rope 11, anchor cable steel strand wires in wind shake situation
Under release, add limiting plate to fix at anchor plate rear portion, prevent intermediate plate from coming off.
2nd, as shown in figure 3, the homonymy of 39# piers 6 corresponds to section installation, crane installs mid-span 3 around the opposite side of 39# piers 6
Arch rib section Z2+Z3+Z417, the lifting of crane station arch rib section inner side is in place, and arch rib section Z2+Z3+Z417 lower end groups are to weld seam 14 and pacify
High-strength bolt, arch rib section Z2+Z3+Z417 upper ends installation knotted rope 11 are filled, the other end button of knotted rope 11 is suspended to corresponding end bay 2 and buckles anchor
The other end of beam is the top of tail rope 10, and progressively stress, crane gradually unload knotted rope 11,11 complete stress of knotted rope, with corresponding time
The stress of 2 knotted rope of end bay 11 is approximate, and whole detain after hanging body system reaches self-balancing removes the tail rope 10.
3rd, as shown in figure 4, the arch rib section C5+C618 of secondary end bay 2 is lifted, crane station is between C5, C6, arch rib section lifting
In place, to weld seam 14, arch rib section C5+C618 upper ends carry out button and hang operation arch rib section C5+C618 lower end groups, and hang interim guy
Rope, the other end for detaining anchor beam hang tail rope 10.
4th, as shown in figure 5, the arch rib section Z5+Z6 of mid-span 3 is installed, between Standing position of a crane Z5, Z6, arch rib section lifting is in place,
To weld seam 14, arch rib section Z5+Z619 upper ends carry out button and hang operation arch rib section Z5+Z619 lower end groups, and hang lateral cable wind rope, detain
The other end of rope 11 buckles the anchor beam one end i.e. top of tail rope 10 corresponding to hanging.Button hanging body system self-balancing is kept, removes tail rope
10.The bridge floor longeron corresponding to boom location placement under arch rib simultaneously, and be connected with arch rib, increase button hangs system stability.
The arch rib of secondary end bay 2 and the corresponding section of the arch rib of mid-span 3 on 40# piers 7 is also executed as described above, tail rope 10 and knotted rope
11 material is steel wire rope.
Before construction, mechanics is established to whole implementation process first with finite element analysis software MIDAS CIVIL
Model, the mechanical analysis of precision has been carried out to each operating mode of each construction stage, and is built using digital computer simulation three-dimensional
Mould, it is accurately positioned button point 12, anchor point 15, arch rib and button tower 4 etc., construction quality has ensured, and in engineering construction
The preceding quantity for just having had determined required steel strand, greatly reduce the waste of material, reduce construction cost and determine to use material quantity.
In work progress, arch rib and corresponding point height are constantly measured, adjustment, prevents qualitative problems of construction and cause to return in time
Work.
Schematically the present invention and embodiments thereof are described above, this describes no restricted, institute in accompanying drawing
What is shown is also one of embodiments of the present invention, and actual structure is not limited thereto.So if common skill of this area
Art personnel are enlightened by it, without departing from the spirit of the invention, without designing and the technical scheme for creativeness
Similar frame mode and embodiment, protection scope of the present invention all should be belonged to.
Claims (3)
1. multispan cable-carried arch bridge self-balancing button over strait hangs construction method, it is characterised in that comprises the following steps：
First, four sections of secondary end bay (2) arch rib between 38# piers (5) and 39# piers (6) point is installed using extension method is buckled, wherein arch rib section C2
+ C3+C4 (16), C5+C6 (18) and the corresponding section of mid-span (3) utilize Self-balancing symmetrical cantilever, secondary end bay (2) arch rib section C2+C3+
Corresponding mid-span (3) the arch rib section Z2+Z3+Z4 (17) of C4 (16), the corresponding arch rib section Z5 of mid-span 3 of secondary end bay (2) arch rib section C5+C6 (18)
+Z6(19)；
38# piers (5), 39# piers (6), 40# piers (7) and 41# piers (8) are respectively arranged with button tower (4), and described button tower (4) is set altogether
Three Layer assignment beams, tower top set twice pressure Tasso (9), and pylon sets tail rope (10) along bridge to both sides, and tail rope (10) one end is hung
On the button anchor beam of button tower (4), the other end is hung on interim anchor point (15), secondary end bay (2) arch rib section C2+C3+C4 (16) installation,
Crane station is on the inside of arch springing, and the arch rib of group soldering lattice is transported to lifting region, swivel of unloading, and slings in place, arch rib section C2+C3+C4
(16) lower end is connected by code plate (13) with arch springing, and group is to weld seam (14) and installs high-strength bolt, arch rib section C2+C3+C4 (16)
The knotted rope being ready for (11) one end is penetrated button point (12) by upper end, and the other end is connected with button anchor beam, detains mouth under anchor beam corresponding end
Hanger is set, is hung over temporarily on interim anchor point (15) by tail rope (10), when knotted rope (11) stress, while tightens up tail rope
(10) pylon is kept balance, realize crane and knotted rope (11) stress check calculation, hang both sides cable wind rope, measurement and positioning, meet figure
Paper requirement, extracts gib head, in order to prevent knotted rope (11), tail rope (10) steel strand wires from being released in the case of wind shake, after anchor plate
Portion adds limiting plate to fix, and prevents intermediate plate from coming off；
2nd, 39# piers (6) homonymy corresponds to section installation, and crane installs mid-span (3) arch rib section Z2+ around 39# piers (6) opposite side
Z3+Z4 (17), the lifting of crane station arch rib section inner side is in place, and arch rib section Z2+Z3+Z4 (17) lower end group is to weld seam (14) and installs height
Strength bolt, arch rib section Z2+Z3+Z4 (17) upper end installation knotted rope (11), knotted rope (11) other end button are suspended to corresponding end bay (2)
Detain anchor beam the other end be tail rope (10) top, progressively stress, crane gradually unload knotted rope (11), knotted rope (11) completely by
Power, approximate with corresponding end bay (2) knotted rope (11) stress, whole detain after hanging body system reaches self-balancing removes the tail rope (10)；
3rd, secondary end bay (2) arch rib section C5+C6 (18) lifting, crane station is between C5, C6, and arch rib section lifting is in place, arch rib section
To weld seam (14), arch rib section C5+C6 (18) upper end carries out button and hangs operation C5+C6 (18) lower end group, and hangs interim cable wind rope, detains
The other end of anchor beam hangs tail rope (10)；
4th, mid-span arch rib section Z5+Z6 (19) is installed, and between Standing position of a crane Z5, Z6, arch rib section lifting is in place, arch rib section Z5+Z6
(19) to weld seam (14), arch rib section Z5+Z6 (19) upper end carries out button and hangs operation lower end group, and hangs lateral cable wind rope, knotted rope
(11) the other end hangs corresponding tail rope (10) top, keeps button hanging body system self-balancing, removes tail rope (10), while in arch rib
Bridge floor longeron corresponding to lower boom location placement, and be connected with arch rib, increase button hangs system stability.
2. multispan cable-carried arch bridge self-balancing button over strait according to claim 1 hangs construction method, it is characterised in that：Using having
Limit first software for calculation MIDAS CIVIL and mechanical model is established to whole implementation process, each operating mode of each construction stage is entered
Gone precision mechanical analysis.
3. multispan cable-carried arch bridge self-balancing button over strait according to claim 2 hangs construction method, it is characterised in that：Utilize meter
Calculation machine digital simulation three-dimensional modeling, it is accurately positioned button point (12), interim anchor point (15), arch rib and button tower (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610511565.5A CN106120573B (en) | 2016-06-30 | 2016-06-30 | Multispan cable-carried arch bridge self-balancing button over strait hangs construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610511565.5A CN106120573B (en) | 2016-06-30 | 2016-06-30 | Multispan cable-carried arch bridge self-balancing button over strait hangs construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106120573A CN106120573A (en) | 2016-11-16 |
| CN106120573B true CN106120573B (en) | 2018-03-16 |
Family
ID=57467937
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610511565.5A Active CN106120573B (en) | 2016-06-30 | 2016-06-30 | Multispan cable-carried arch bridge self-balancing button over strait hangs construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106120573B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108239937B (en) * | 2017-09-14 | 2021-12-28 | 贵州桥梁建设集团有限责任公司 | Self-balancing control method for arch bridge tower |
| WO2020177353A1 (en) * | 2019-03-07 | 2020-09-10 | 湖南大学 | Arch structure for extra-large span steel-uhpc combined truss arch bridge and construction method therefor |
| CN115030052B (en) * | 2022-07-15 | 2023-02-28 | 广西大学 | Rapid safe construction and intelligent monitoring control method for continuous arch bridge |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000064227A (en) * | 1998-08-27 | 2000-02-29 | Sumitomo Constr Co Ltd | Bridge erection method |
| CN101117795A (en) * | 2007-08-29 | 2008-02-06 | 中铁大桥局股份有限公司 | Mounting method for steel case basket arch single-frame segment |
| CN101117790A (en) * | 2007-08-22 | 2008-02-06 | 中铁大桥局股份有限公司 | Closure method of large-span continuous steel truss arch |
| CN101451343A (en) * | 2008-12-29 | 2009-06-10 | 中铁二局股份有限公司 | Outward inclined steel box arch rib buckling and hanging system |
| CN202012047U (en) * | 2011-03-03 | 2011-10-19 | 中铁十三局集团第一工程有限公司 | Steel strand inclined pulling and buckling system of tower |
| CN202809498U (en) * | 2012-10-17 | 2013-03-20 | 张清标 | Novel cable rope lifting system |
-
2016
- 2016-06-30 CN CN201610511565.5A patent/CN106120573B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000064227A (en) * | 1998-08-27 | 2000-02-29 | Sumitomo Constr Co Ltd | Bridge erection method |
| CN101117790A (en) * | 2007-08-22 | 2008-02-06 | 中铁大桥局股份有限公司 | Closure method of large-span continuous steel truss arch |
| CN101117795A (en) * | 2007-08-29 | 2008-02-06 | 中铁大桥局股份有限公司 | Mounting method for steel case basket arch single-frame segment |
| CN101451343A (en) * | 2008-12-29 | 2009-06-10 | 中铁二局股份有限公司 | Outward inclined steel box arch rib buckling and hanging system |
| CN202012047U (en) * | 2011-03-03 | 2011-10-19 | 中铁十三局集团第一工程有限公司 | Steel strand inclined pulling and buckling system of tower |
| CN202809498U (en) * | 2012-10-17 | 2013-03-20 | 张清标 | Novel cable rope lifting system |
Non-Patent Citations (2)
| Title |
|---|
| 西江特大桥钢箱提篮拱架设施工技术;张春新;《桥梁建设》;20151231;第45卷(第5期);第7-12页 * |
| 钢箱提篮拱桥施工控制的关键技术研究;田仲初等;《中国公路学报》;20040731;第17卷(第3期);第47-50页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106120573A (en) | 2016-11-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106087752B (en) | Multispan cable-carried arch bridge construction method | |
| CN108532465B (en) | A kind of construction method of the main bridge of Through Steel case arch bridge | |
| CN202936736U (en) | Cable-stayed bridge composite beam construction bridge floor crane | |
| CN101712444B (en) | Method for hoisting large-size workpiece in ordinary plant and hydraulic jacking equipment thereof | |
| CN100577915C (en) | Erection method of large-span continuous steel truss arch | |
| CN104929373B (en) | Large span Square Steel Tubes Truss and its accumulation slippage construction method | |
| CN105648924B (en) | The construction method of multispan freely-supported steel truss girder bridge | |
| CN108374347A (en) | A kind of high-speed railway large span cable-carried arch bridge steel lagging jack buckling and hanging system construction method | |
| CN106120573B (en) | Multispan cable-carried arch bridge self-balancing button over strait hangs construction method | |
| CN208415073U (en) | A kind of novel cable lifting arch bridge device | |
| CN101446074B (en) | Installation and closure construction method for steel sliding roadway arch on top surface of steel trussed beam bridge | |
| CN110374008A (en) | A method of the erection of cable-stayed bridge steel truss is carried out in marine environment | |
| CN103882812A (en) | Construction method for midspan main beams of cable-stayed bridge | |
| CN108103949A (en) | A kind of Cable stayed Bridge Main Tower composite steel anchor beam integral assembling process | |
| CN208088097U (en) | A kind of three-tower suspension bridge erection of main beam constructing structure | |
| CN114215170A (en) | Method for lifting super-altitude giant hanging multi-layer connected structure | |
| CN106544959B (en) | The construction method of king-tower lifting segment and bridge main tower saddle containing saddle | |
| CN207244452U (en) | A kind of suspension bridge vice saddle adjusting apparatus in place | |
| CN105484166B (en) | A kind of ladder type masts type cantilever loop wheel machine | |
| CN105018115B (en) | Dry quenching primary deduster fragment hoisting method | |
| CN105464456A (en) | Method and lifting sling for assembling extra-high voltage transmission iron tower through helicopter | |
| CN104775363B (en) | The spelling method of upper king-post strut reinforcing bar sections | |
| CN207749417U (en) | A kind of concrete king-post internal model stiff skeleton | |
| CN205421022U (en) | Suspension bridge stiffening beam handing equipment that slides | |
| CN100545353C (en) | Adopt external eccentric prestress system to carry out steel girder cantilever erection construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |