CN106087752A - Multispan cable-carried arch bridge construction method - Google Patents
Multispan cable-carried arch bridge construction method Download PDFInfo
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- CN106087752A CN106087752A CN201610511561.7A CN201610511561A CN106087752A CN 106087752 A CN106087752 A CN 106087752A CN 201610511561 A CN201610511561 A CN 201610511561A CN 106087752 A CN106087752 A CN 106087752A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
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Abstract
The invention discloses multispan cable-carried arch bridge construction method, belong to bridge method and technology field.The multispan cable-carried arch bridge construction method of the present invention include Construction in Preparatory Stage, arch springing erection stage, end bay and buckle tower synchronize erection stage, secondary end bay and in across arch rib erection stage and construction finishing phase, wherein end bay uses Support Method to install, secondary end bay and in across use self-balancing buckle extension method install, and utilize finite element analysis software MIDAS CIVIL that whole implementation process is established mechanical model, each construction stage is carried out mechanical analysis.The multispan cable-carried arch bridge construction method of the present invention, also from having created self-balancing button extension method in addition to taking conventional stent method, the shortcoming that this construction method overcomes Inclined cable-stayed mounting technique, eliminate anchorage cable materials, decrease large-scale temporary engineering amount, also expand the construction surface that bridge is installed, improve work efficiency, accelerating construction progress is served decisive role, and greatly reduces construction cost, it is adaptable to the construction of multispan large bridge.
Description
Technical field
The present invention relates to bridge technical field, more particularly, it relates to multispan cable-carried arch bridge construction method.
Background technology
Along with China railways, expressway construction project increasing, build long-span arch bridge, the demand of Multi-arch bridge
Also get 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 residing for the real needs of engineering construction project and engineering geographical environment use corresponding construction method or
It is to improve existing construction method, but the cost that traditional construction method puts into is big, and limited by the landform of job site, construction
Face is less.
Certain engineering project is for building a multispan cable-carried arch bridge over strait, and the main spanning of this engineering gets over sea, and whole bridge is with main span
Centered by symmetrical structure, steel construction arch rib is the CFST X-type arch of introversion 9 degree, and local climate inclement condition, strong wind weather are many, to executing
The technology of work requires that height also has certain requirement simultaneously to the construction period.
Use the most relatively conventional stayed knotting method install steel arch bridge not only need substantial amounts of steel strand wires as anchor cable, and
And need powerful rear anchor, put into the biggest.And build multispan cable-carried arch bridge and there is also techniques below difficult point: multispan cable-carried arch bridge
Arch rib welding time Deformation control difficulty big；The arch rib of multispan cable-carried arch bridge and bridge deck are the most due to joints, line
Property, corresponding point height process control difficulty are big；Ground group is to narrow in the marine construction site building island.Existing multispan cable-carried arch bridge is adopted
With detaining hanging installation technique thereof by cross, this mounting technique is long in time limit.
Summary of the invention
1. invention to solve the technical problem that
It is an object of the invention to overcome deficiency of the prior art, also from having created from flat in addition to taking conventional stent method
Weighing apparatus button extension method, this construction method not only inherits the advantage of Inclined cable-stayed mounting technique, also overcomes Inclined cable-stayed mounting technique
Shortcoming, eliminate anchorage cable materials, decrease large-scale temporary engineering amount, also expanded bridge install construction surface, by original
It is two to construct across simultaneously across even three with expanding across symmetrical cantilever, on the premise of ensureing construction quality, improves work efficiency,
Shorten the engineering time, accelerating construction progress is served decisive role, and greatly reduces construction cost, it is adaptable to multispan
The construction of large bridge.
2. technical scheme
For reaching above-mentioned purpose, the technical scheme that the present invention provides is:
The multispan cable-carried arch bridge construction method of the present invention, comprises the steps:
(1) Construction in Preparatory Stage
Use 25t crane erection construction platform, carry out basement process and levelling of the land, and lay temporary cable；
(2) arch springing erection stage
Use a 150t crane, set up arch springing embedded section support and arch springing is installed；
(3) end bay synchronizes erection stage with buckleing tower
Use two 150t cranes, end bay support, end bay sections, crossbeam are installed and buckle tower pylon；
(4) secondary end bay, in across arch rib erection stage
Use a 400t crane and a 150t crane, arch rib erection, crossbeam and wind brace；
(5) construction finishing phase
First remove button tower, then bridge deck is installed, floorings and appurtenant work are constructed.
Further improving as the present invention, in described step (three), end bay uses Support Method to install, and described props up
The concrete installation steps of frame method are as follows:
First draw the end bay arch rib projected position on ground, and at corresponding lifting segment interface position, basis is set, at base
Welding corresponding falsework on plinth, support interconnects, it is ensured that can safe bearing load end bay longeron horizontal force when installing and
Vertical force；
As qualified in B2+B3 combined segment Welding Testing, hanger arranges complete, welds two on the cover plate of B2+B3 combined segment lower end
Block code plate, code plate is perpendicular to docking port weld seam and stretches out 150mm, and two block code plate spacing are 2000mm, uses crane by B2+B3 group
Closing section lifting in place, code plate extension falls on arch springing cover plate, and lifting segment front end falls on falsework, utilizes jack to exist
Adjust height and the gradient of B2+B3 combined segment on falsework, organize butt welding mouth, carry out bolt installation, measurement and positioning simultaneously, will
B2+B3 combined segment is affixed with falsework, makes arch rib and falsework form entirety, and controls arch rib displacement in work progress,
Remaining combined segment of end bay is installed according to this step successively.
Further improve as the present invention, in described step (four) time end bay with in across using self-balancing to buckle extension method
Installing, it is as follows that described self-balancing button hangs the concrete installation steps of method:
One, the secondary end bay arch rib between 38# pier and 39# pier divides four sections of employings to buckle the installation of extension method, wherein arch rib section C2+C3+
C4, C5+C6 and in utilize Self-balancing symmetrical cantilever, across arch rib section Z2 in secondary end bay arch rib section C2+C3+C4 correspondence across corresponding sections
+ Z3+Z4, across arch rib section Z5+Z6 in secondary end bay arch rib section C5+C6 correspondence；
38# pier, 39# pier, 40# pier and 41# pier are respectively arranged with button tower, and described button tower arranges three Layer assignment beams, tower altogether
Top sets twice pressure Tasso, and pylon arranges tail rope along bridge to both sides, and tail rope one end hangs on the button anchor beam of button tower, and the other end is hung
On interim anchor point, secondary end bay arch rib section C2+C3+C4 is installed, and crane stands in inside arch springing, and the arch rib that assembly welding is qualified is transported to lifting
Region, unloads and turns, and slings in place, and arch rib section C2+C3+C4 lower end is connected with arch springing by code plate, and group butt welded seam also installs height
Strength bolt, off-the-shelf knotted rope one end is penetrated button point by arch rib section C2+C3+C4 upper end, and the other end is connected with button anchor beam, detains anchor
Beam corresponding end end opening arranges hanger, is hung on anchor point by steel wire rope temporarily, when knotted rope stress, tightens up tail rope simultaneously, makes
Pylon keeps balance, it is achieved crane and knotted rope stress check calculation, hangs both sides cable wind rope, measurement and positioning, meets drawing requirement, extracts
Gib head, in order to prevent knotted rope, anchor cable steel strand wires from getting loose in the case of wind shakes, adds limiting plate at anchor plate rear portion and fixes, and prevents folder
Sheet comes off；
Two, 39# pier homonymy correspondence section installation, crane is around 39# pier opposite side, across arch rib section Z2+Z3+ in installation
Z4, lifts in place inside the arch rib section of crane station, arch rib section Z2+Z3+Z4 lower end group butt welded seam also installs high-strength bolt, arch rib section Z2
Knotted rope is installed in+Z3+Z4 upper end, and knotted rope other end button is suspended to corresponding secondary end bay and buckles the other end i.e. tail rope top of anchor beam, button
Rope progressively stress, crane gradually unloads, the complete stress of knotted rope, and corresponding time end bay knotted rope stress approximation, and whole button hanging body system reaches
This tail rope is removed after self-balancing；
Three, secondary end bay 2 arch rib section C5+C6 lifting, crane stands between C5, C6, and the lifting of this arch rib section is in place, arch rib section C5
+ C6 lower end group butt welded seam, arch rib section C5+C6 upper end carries out button and hangs operation, and hangs interim cable wind rope, and the other end of button anchor beam is hung
Tail rope；
Four, installing across arch rib section Z5+Z6 in, between Standing position of a crane Z5, Z6, the lifting of this arch rib section is in place, arch rib section Z5+Z6
Lower end group butt welded seam, arch rib section Z5+Z6 upper end carries out button and hangs operation, and hangs lateral cable wind rope, and the other end of knotted rope hangs correspondence
Buckle anchor beam one end i.e. tail rope top, keep button hanging body system self-balancing, remove tail rope, simultaneously boom location under arch rib
Place corresponding bridge floor longeron, and be connected with arch rib, increase button and hang system stability.
Further improve as the present invention, utilize finite element analysis software MIDAS CIVIL to whole implementation process
Establish mechanical model, each operating mode of each construction stage has been carried out the mechanical analysis of precision.
Further improve as the present invention, utilize digital computer simulation three-dimensional modeling, be accurately positioned button point, anchor
Point, arch rib and button tower etc..
3. beneficial effect
Use the technical scheme that the present invention provides, compared with prior art, there is following remarkable result:
(1) the multispan cable-carried arch bridge construction method of the present invention, utilizes two rib-lifting section similar weight in same button tower both sides,
Use arch rib self-balancing button to hang and adjacent two arch ribs, accelerating construction progress are installed simultaneously.
(2) the multispan cable-carried arch bridge construction method of the present invention, in installation process, first keeps, later with tail rope
When installing another side, after keeping self-balancing, replacing tail rope with knotted rope, this is that arch rib is installed without bracket buckle extension tail rope and button
Rope stress system switch technology.
(3) the multispan cable-carried arch bridge construction method of the present invention, secondary end bay with in across arch rib install use self-balancing buckle
Hang construction method, the advantage not only inheriting Inclined cable-stayed mounting technique, the shortcoming overcoming Inclined cable-stayed mounting technique, save
Anchorage cable materials, decreases quantities, reduces construction cost.
(4) the multispan cable-carried arch bridge construction method of the present invention, uses Support Method to install end bay arch rib simultaneously, accelerate to construct into
Degree.
(5) the multispan cable-carried arch bridge construction method of the present invention, utilize finite element analysis software MIDAS CIVIL to whole
Implementation process establishes mechanical model, and each operating mode of each construction stage has carried out the mechanical analysis of precision, the quality of engineering
Safety is effectively ensured.
(6) the multispan cable-carried arch bridge construction method of the present invention, utilizes digital computer simulation three-dimensional modeling so that button point,
Anchor point, arch rib and button tower etc. are accurately positioned, and construction quality has ensured, and just it has been determined that good institute before engineering construction
Need the quantity of steel strand, greatly reduce the waste of material, reduce construction cost.
(7) the multispan cable-carried arch bridge construction method of the present invention, breaks through multispan cable-carried arch bridge and detains hanging installation technique thereof by cross, make many
Being mounted simultaneously for as reality across arch rib, work surface has original same expansion across symmetrical cantilever to be two to construct across simultaneously across even three,
Improve work efficiency on the premise of construction quality ensureing, shorten the engineering time, reduce construction cost, to accelerate to construct into
Degree serves decisive role.
Accompanying drawing explanation
Fig. 1 be the present invention multispan cable-carried arch bridge construction method in the structural representation of arch bridge；
Fig. 2 be the present invention multispan cable-carried arch bridge construction method in the scheme of installation of end bay；
Fig. 3 be the present invention multispan cable-carried arch bridge construction method in the scheme of installation of time end bay arch rib C2+C3+C4；
Fig. 4 be the present invention multispan cable-carried arch bridge construction method in across the scheme of installation of arch rib Z2+Z3+Z4；
Fig. 5 be the present invention multispan cable-carried arch bridge construction method in the scheme of installation of time end bay arch rib C5+C6；
Fig. 6 be the present invention multispan cable-carried arch bridge construction method in across the scheme of installation of arch rib Z5+Z6.
Label declaration in schematic diagram:
1, end bay；2, secondary end bay；3, in across；4, button tower；5,38# pier；6,39# pier；7,40# pier；8,41# pier；9, pressure tower
Rope；10, tail rope；11, knotted rope；12, button point；13, code plate；14, weld seam；15, anchor point；16, arch rib section C2+C3+C4；17, arch
Rib section Z2+Z3+Z4；18, arch rib section C5+C6；19, arch rib section Z5+Z6；20, falsework；21, B2+B3 combined segment.
Detailed description of the invention
For further appreciating that present disclosure, the present invention is described in detail in conjunction with the accompanying drawings and embodiments.
As it is shown in figure 1, the arch bridge structure that the multispan cable-carried arch bridge construction method of the present invention is suitable for is five bridging arch structure shapes
Formula, be divided into end bay 1, secondary end bay 2 and in across 3.Middle three holes are half-through, and end bay 1 is deck type structure.Five across between successively
Set up four piers, respectively 38# pier 5,39# pier 6,40# pier 7,41# pier 8.The step that is embodied as of the method is:
(1) Construction in Preparatory Stage
Use 25t crane erection construction platform, carry out basement process and levelling of the land, and lay temporary cable；
(2) arch springing erection stage
Use a 150t crane, set up arch springing embedded section support and arch springing is installed；
(3) end bay synchronizes erection stage with buckleing tower
Use two 150t cranes, end bay 1 support, end bay 1 sections, crossbeam are installed and buckle tower 4 pylon；
(4) secondary end bay, in across arch rib erection stage
Use a 400t crane and a 150t crane, arch rib erection, crossbeam and wind brace；
(5) construction finishing phase
First remove button tower 4, then bridge deck is installed, floorings and appurtenant work are constructed.
Wherein end bay 1 uses Support Method to install, as in figure 2 it is shown, the concrete installation steps of described Support Method are as follows:
First draw end bay 1 arch rib projected position on ground, and at corresponding lifting segment interface position, basis is set, at base
Welding corresponding falsework on plinth, support interconnects, it is ensured that can safe bearing load end bay longeron horizontal force when installing and
Vertical force；
As qualified in B2+B3 combined segment 21 Welding Testing, hanger arranges complete, welds on the cover plate of B2+B3 combined segment 21 lower end
Meeting two block code plates 13, code plate 13 size 200 × 300 × 20mm, code plate 13 is perpendicular to docking port weld seam and stretches out 150mm, two pieces
Code plate 13 spacing is 2000mm, uses crane to lift in place by B2+B3 combined segment 21, and code plate 13 extension falls at arch springing cover plate
On, lifting segment front end falls on falsework 20, utilizes jack to adjust the height of B2+B3 combined segment 21 on falsework 20
And gradient, organize butt welding mouth, carry out bolt installation, measurement and positioning simultaneously, by affixed with falsework 20 for B2+B3 combined segment 21,
Make arch rib and falsework 20 form entirety, and control arch rib displacement in work progress, remaining combined segment of end bay 1 successively according to
This step is installed.
The most secondary end bay 2 arch rib and in across 3 arch ribs use multispan cable-carried arch bridge self-balancings over strait buckle extension construction method install,
Concrete installation steps are as follows:
One as it is shown on figure 3, secondary end bay 2 arch rib between 38# pier 5 and 39# pier 6 divides four sections of employings to buckle the installation of extension method.Wherein
Arch rib section C2+C3+C4 16, C5+C6 18 and in utilize Self-balancing symmetrical cantilever across 3 corresponding sections.Secondary end bay 2 arch rib section C2+
Across 3 arch rib sections Z2+Z3+Z4 17 in C3+C4 16 correspondence, across 3 arch rib sections Z5+Z6 in secondary end bay 2 arch rib section C5+C6 18 correspondence
19。
38# pier 5,39# pier 6,40# pier 7 and 41# pier 8 are respectively arranged with button tower 4, and described button tower 4 arranges three Layer assignment altogether
Beam, tower top sets twice pressure Tasso 9, and pylon arranges tail rope 10 along bridge to both sides, and tail rope 10 one end hangs over the button anchor beam of button tower 4
On, the other end hangs on interim anchor point 15.Secondary end bay 2 arch rib section C2+C3+C4 16 is installed, and crane stands in inside arch springing, assembly welding
Qualified arch rib is transported to lift region, unloads and turns, slings in place, and arch rib section C2+C3+C4 16 lower end is by code plate 13 and arch
Foot connects, and group butt welded seam 14 also installs high-strength bolt, and off-the-shelf knotted rope 11 one end is worn by arch rib section C2+C3+C4 16 upper end
Entering button point 12, the other end is connected with button anchor beam, and button anchor beam corresponding end end opening arranges hanger, is hung over anchor point 15 by steel wire rope temporarily
On, when knotted rope 11 stress, tighten up tail rope 10 simultaneously, make pylon keep balance, it is achieved crane and knotted rope 11 stress check calculation, hang
If 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 from shaking feelings at wind
Get loose under condition, add limiting plate at anchor plate rear portion and fix, prevent intermediate plate from coming off.
Two, as shown in Figure 4,39# pier 6 homonymy correspondence section installation, crane is around 39# pier 6 opposite side, across 3 in installation
Arch rib section Z2+Z3+Z4 17, lifts in place inside the arch rib section of crane station, arch rib section Z2+Z3+Z4 17 lower end group butt welded seam 14 is also
Installing high-strength bolt, knotted rope 11 is installed in arch rib section Z2+Z3+Z4 17 upper end, and knotted rope 11 other end button is suspended to the secondary end bay 2 of correspondence
The other end i.e. tail rope 10 top of button anchor beam, knotted rope 11 progressively stress, crane gradually unloads, and the complete stress of knotted rope 11, with right
Should time end bay 2 knotted rope 11 stress approximation, this tail rope 10 is removed after reaching self-balancing by whole button hanging body system.
Three as it is shown in figure 5, secondary end bay 2 arch rib section C5+C6 18 lifts, and crane stands between C5, C6, and this arch rib section lifts
In place, arch rib section C5+C6 18 lower end group butt welded seam 14, arch rib section C5+C6 18 upper end carries out button and hangs operation, and hangs interim cable
Wind rope, the other end of button anchor beam hangs tail rope 10.
Four, as shown in Figure 6, in across 3 arch rib sections Z5+Z6 install, between Standing position of a crane Z5, Z6, this arch rib section lifting in place,
Arch rib section Z5+Z6 19 lower end group butt welded seam 14, arch rib section Z5+Z6 19 upper end carries out button and hangs operation, and hangs lateral cable wind rope,
The other end of knotted rope 11 is hung and corresponding is buckled anchor beam one end i.e. tail rope 10 top.Keep button hanging body system self-balancing, remove balance
Rope 10.Under arch rib, boom location places corresponding bridge floor longeron simultaneously, and is connected with arch rib, increases button and hangs system stability.
Secondary end bay 2 arch rib on 40# pier 7 with in the most executed as described above across the corresponding sections of 3 arch ribs, tail rope 10 and knotted rope
The material of 11 is steel wire rope.
Before construction, first with finite element analysis software MIDAS CIVIL, whole implementation process is established mechanics
Model, has carried out the mechanical analysis of precision, and has utilized digital computer simulation three-dimensional to build each operating mode of each construction stage
Mould, makes button point 12, anchor point 15, arch rib and button tower 4 etc. are accurately positioned, and construction quality has ensured, and in engineering construction
Before just it has been determined that the quantity of good required steel strand, greatly reduce the waste of material, reduce construction cost and determine and uses material quantity.
In work progress, constantly measure arch rib and corresponding point elevation, adjust in time, prevent qualitative problems of construction and cause and return
Work.
Schematically being described the present invention and embodiment thereof above, this description does not has restricted, institute in accompanying drawing
Show is also one of embodiments of the present invention, and actual structure is not limited thereto.So, if the common skill of this area
Art personnel enlightened by it, in the case of without departing from the invention objective, designs and this technical scheme without creative
Similar frame mode and embodiment, all should belong to protection scope of the present invention.
Claims (5)
1. multispan cable-carried arch bridge construction method, it is characterised in that comprise the steps:
(1) Construction in Preparatory Stage
Use 25t crane erection construction platform, carry out basement process and levelling of the land, and lay temporary cable；
(2) arch springing erection stage
Use a 150t crane, set up arch springing embedded section support and arch springing is installed；
(3) end bay synchronizes erection stage with buckleing tower
Use two 150t cranes, end bay (1) support, end bay (1) sections, crossbeam are installed and buckle tower (4) pylon；
(4) secondary end bay, in across arch rib erection stage
Use a 400t crane and a 150t crane, arch rib erection, crossbeam and wind brace；
(5) construction finishing phase
First remove button tower (4), then bridge deck is installed, floorings and appurtenant work are constructed.
Multispan cable-carried arch bridge construction method the most according to claim 1, it is characterised in that: end bay in described step (three)
(1) using Support Method to install, the concrete installation steps of described Support Method are as follows:
First draw end bay (1) arch rib projected position on ground, and at corresponding lifting segment interface position, basis is set, on basis
The corresponding falsework of upper welding, support interconnect, it is ensured that can safe bearing load end bay longeron install time horizontal force and hang down
Straight power；
As qualified in B2+B3 combined segment (21) Welding Testing, hanger arranges complete, welds on the cover plate of B2+B3 combined segment (21) lower end
Connecing two block code plates (13), code plate (13) is perpendicular to docking port weld seam and stretches out 150mm, and two block code plate (13) spacing are 2000mm,
Using crane to lift in place by B2+B3 combined segment (21), code plate (13) extension falls on arch springing cover plate, and lifting segment front end falls
On falsework (20), jack is utilized above to adjust height and the gradient of B2+B3 combined segment (21) at falsework (20),
Group butt welding mouth, carries out bolt installation, measurement and positioning simultaneously, and B2+B3 combined segment (21) is affixed with falsework (20), makes arch rib
Forming entirety with falsework (20), and control arch rib displacement in work progress, remaining combined segment of end bay (1) is successively according to this
Step is installed.
Multispan cable-carried arch bridge construction method the most according to claim 2, it is characterised in that: time limit in described step (four)
Across (2) with in use self-balancing button to hang method across (3) to install, it is as follows that described self-balancing button hangs the concrete installation steps of method:
One, secondary end bay (2) arch rib between 38# pier (5) and 39# pier (6) divides four sections of employings to buckle the installation of extension method, wherein arch rib section C2
+ C3+C4 (16), C5+C6 (18) and in utilize Self-balancing symmetrical cantilever, secondary end bay (2) arch rib section C2+C3+ across (3) corresponding sections
Across (3) arch rib section in (3) arch rib section Z2+Z3+Z4 (17), secondary end bay (2) arch rib section C5+C6 (18) correspondence in C4 (16) correspondence
Z5+Z6(19)；
38# pier (5), 39# pier (6), 40# pier (7) and 41# pier (8) are respectively arranged with button tower (4), and described button tower (4) is arranged altogether
Three Layer assignment beams, tower top sets twice pressure Tasso (9), and pylon arranges tail rope (10) along bridge to both sides, and tail rope (10) one end hangs
On the button anchor beam of button tower (4), the other end hangs on interim anchor point (15), and secondary end bay (2) arch rib section C2+C3+C4 (16) is installed,
Crane stands in inside arch springing, and the arch rib that assembly welding is qualified is transported to lift region, unloads and turns, slings in place, arch rib section C2+C3+C4
(16) lower end is connected with arch springing by code plate (13), and group butt welded seam (14) also installs high-strength bolt, arch rib section C2+C3+C4 (16)
Off-the-shelf knotted rope (11) one end is penetrated button point (12) by upper end, and the other end is connected with button anchor beam, detains anchor beam corresponding end end opening
Hanger is set, hangs on anchor point (15) by steel wire rope temporarily, when knotted rope (11) stress, tighten up tail rope (10) simultaneously, make
Pylon keeps balance, it is achieved crane and knotted rope (11) stress check calculation, hangs both sides cable wind rope, measurement and positioning, meets drawing requirement,
Extract gib head, in order to prevent knotted rope (11), anchor cable steel strand wires from getting loose in the case of wind shakes, add limiting plate at anchor plate rear portion solid
Fixed, prevent intermediate plate from coming off；
Two, 39# pier (6) homonymy correspondence section installation, crane is around 39# pier (6) opposite side, across (3) arch rib section Z2+ in installation
Z3+Z4 (17), lifts in place inside the arch rib section of crane station, height is also installed in arch rib section Z2+Z3+Z4 (17) lower end group butt welded seam (14)
Strength bolt, arch rib section Z2+Z3+Z4 (17) upper end installation knotted rope (11), knotted rope (11) other end button is suspended to the secondary end bay (2) of correspondence
The other end i.e. tail rope (10) top of button anchor beam, knotted rope (11) progressively stress, crane gradually unloads, and knotted rope (11) is subject to completely
Power, and corresponding time end bay (2) knotted rope (11) stress approximation, this tail rope (10) is removed after reaching self-balancing by whole button hanging body system；
Three, secondary end bay 2 arch rib section C5+C6 (18) lifting, crane stands between C5, C6, and the lifting of this arch rib section is in place, arch rib section C5
+ C6 (18) lower end group butt welded seam (14), arch rib section C5+C6 (18) upper end carries out button and hangs operation, and hang interim cable wind rope, detains anchor
The other end of beam hangs tail rope (10)；
Four, installing across arch rib section Z5+Z6 (19) in, between Standing position of a crane Z5, Z6, the lifting of this arch rib section is in place, arch rib section Z5+Z6
(19) lower end group butt welded seam (14), arch rib section Z5+Z6 (19) upper end carries out button and hangs operation, and hangs lateral cable wind rope, knotted rope
(11) the other end is hung and corresponding is buckled anchor beam one end i.e. tail rope (10) top, keeps button hanging body system self-balancing, removes balance
Rope (10), under arch rib, boom location places corresponding bridge floor longeron simultaneously, and is connected with arch rib, increases button and hangs stable system
Property.
Multispan cable-carried arch bridge self-balancing button over strait the most according to claim 3 hangs construction method, it is characterised in that: utilize and have
Limit unit software for calculation MIDAS CIVIL establishes mechanical model to whole implementation process, enters each operating mode of each construction stage
Gone precision mechanical analysis.
Multispan cable-carried arch bridge self-balancing button over strait the most according to claim 4 hangs construction method, it is characterised in that: utilize meter
Calculation machine digital simulation three-dimensional modeling, is accurately positioned button point (12), anchor point (15), arch rib and button tower (4) etc..
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610511561.7A CN106087752B (en) | 2016-06-30 | 2016-06-30 | Multispan cable-carried arch bridge construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610511561.7A CN106087752B (en) | 2016-06-30 | 2016-06-30 | Multispan cable-carried arch bridge construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106087752A true CN106087752A (en) | 2016-11-09 |
| CN106087752B CN106087752B (en) | 2018-01-26 |
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| CN201610511561.7A Active CN106087752B (en) | 2016-06-30 | 2016-06-30 | Multispan cable-carried arch bridge construction method |
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| CN108035258A (en) * | 2017-11-28 | 2018-05-15 | 江苏中铁山桥重工有限公司 | A kind of basket type steel box arch rib production method |
| CN108411760A (en) * | 2018-04-09 | 2018-08-17 | 广西大学 | Pull rod arch bridge |
| CN109235269A (en) * | 2018-09-29 | 2019-01-18 | 中铁建大桥工程局集团第工程有限公司 | A kind of steel box arch rib buckling and hanging method construction method of installation |
| CN109235264A (en) * | 2018-09-14 | 2019-01-18 | 中铁建大桥工程局集团第工程有限公司 | A method of hanging body system is buckled using the foundation of end bay rib structure |
| CN109487696A (en) * | 2018-11-30 | 2019-03-19 | 中铁大桥局集团有限公司 | A kind of armored concrete cable-carried arch bridge unloads frame method and apparatus |
| CN109763416A (en) * | 2019-01-31 | 2019-05-17 | 同济大学建筑设计研究院(集团)有限公司 | A kind of novel double curvature arched bridge |
| CN113250067A (en) * | 2021-05-26 | 2021-08-13 | 中电建十一局工程有限公司 | Flying swallow through-type steel pipe concrete tied arch bridge main side arch construction method |
| CN113668391A (en) * | 2021-08-03 | 2021-11-19 | 中交路桥建设有限公司 | Double-width arch rib synchronous installation method of half-through steel box basket arch bridge |
| CN115030052A (en) * | 2022-07-15 | 2022-09-09 | 广西大学 | Rapid safe construction and intelligent monitoring control method for continuous arch bridge |
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| CN108035258A (en) * | 2017-11-28 | 2018-05-15 | 江苏中铁山桥重工有限公司 | A kind of basket type steel box arch rib production method |
| CN108035258B (en) * | 2017-11-28 | 2019-07-12 | 江苏中铁山桥重工有限公司 | A kind of basket type steel box arch rib production method |
| CN108411760A (en) * | 2018-04-09 | 2018-08-17 | 广西大学 | Pull rod arch bridge |
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| CN109235264A (en) * | 2018-09-14 | 2019-01-18 | 中铁建大桥工程局集团第工程有限公司 | A method of hanging body system is buckled using the foundation of end bay rib structure |
| CN109235269B (en) * | 2018-09-29 | 2020-05-01 | 中铁建大桥工程局集团第一工程有限公司 | Steel box arch rib buckling and hanging method installation and construction method |
| CN109235269A (en) * | 2018-09-29 | 2019-01-18 | 中铁建大桥工程局集团第工程有限公司 | A kind of steel box arch rib buckling and hanging method construction method of installation |
| CN109487696A (en) * | 2018-11-30 | 2019-03-19 | 中铁大桥局集团有限公司 | A kind of armored concrete cable-carried arch bridge unloads frame method and apparatus |
| CN109763416A (en) * | 2019-01-31 | 2019-05-17 | 同济大学建筑设计研究院(集团)有限公司 | A kind of novel double curvature arched bridge |
| CN109763416B (en) * | 2019-01-31 | 2021-04-06 | 同济大学建筑设计研究院(集团)有限公司 | Novel double-arch bridge |
| CN113250067A (en) * | 2021-05-26 | 2021-08-13 | 中电建十一局工程有限公司 | Flying swallow through-type steel pipe concrete tied arch bridge main side arch construction method |
| CN113668391A (en) * | 2021-08-03 | 2021-11-19 | 中交路桥建设有限公司 | Double-width arch rib synchronous installation method of half-through steel box basket arch bridge |
| CN115030052A (en) * | 2022-07-15 | 2022-09-09 | 广西大学 | Rapid safe construction and intelligent monitoring control method for continuous arch bridge |
| CN115030052B (en) * | 2022-07-15 | 2023-02-28 | 广西大学 | Rapid safe construction and intelligent monitoring control method for continuous arch bridge |
| WO2024011653A1 (en) * | 2022-07-15 | 2024-01-18 | 广西大学 | Method for fast and safe construction and intelligent monitoring and control of continuous arch bridge |
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