CN106087752B - Multispan cable-carried arch bridge construction method - Google Patents
Multispan cable-carried arch bridge construction method Download PDFInfo
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- CN106087752B CN106087752B CN201610511561.7A CN201610511561A CN106087752B CN 106087752 B CN106087752 B CN 106087752B CN 201610511561 A CN201610511561 A CN 201610511561A CN 106087752 B CN106087752 B CN 106087752B
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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, belongs to bridge method and technology field.The multispan cable-carried arch bridge construction method of the present invention, also create self-balancing button certainly in addition to conventional stent method is taken and hang method, the construction 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, same expanded by original across symmetrical cantilever as two across even three being constructed across simultaneously, 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 reduce construction cost, suitable for the construction of multispan large bridge.
Description
Technical field
The present invention relates to bridge technical field, more specifically to multispan cable-carried arch bridge 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.
Substantial amounts of steel strand wires are not only needed as tail rope using relatively conventional stayed knotting method installation steel arch bridge at present,
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, also from having created from putting down in addition to conventional stent method is taken
The advantages of weighing apparatus detains extension method, and the construction method not only inherits Inclined cable-stayed mounting technique, also overcomes Inclined cable-stayed mounting technique
The shortcomings that, tail rope material is eliminated, reduces large-scale temporary engineering amount, the construction surface of bridge installation has also been expanded, by original
Same expanded across symmetrical cantilever three constructed for two across even across simultaneously, on the premise of construction quality is ensured, improve work and imitate
Rate, the engineering time is shortened, decisive role is served to accelerating construction progress, and greatly reduce construction cost, be applied to
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 construction method of the present invention, comprises the following steps：
(1) Construction in Preparatory Stage
Using 25t crane erection construction platforms, basement process and levelling of the land are carried out, and lay temporary cable；
(2) arch springing erection stage
Using a 150t crane, set up arch springing embedded section support and arch springing is installed；
(3) end bay and tower synchronization erection stage is buckled
Using two 150t cranes, end bay falsework, end bay section, crossbeam are installed and buckle tower pylon；
(4) secondary end bay, mid-span arch rib erection stage
Using a 400t crane and a 150t crane, arch rib erection, crossbeam and wind brace；
(5) construction finishing phase
Button tower is first removed, then bridge deck is installed, floorings and appurtenant work are constructed.
Further improved as the present invention, end bay is installed using Support Method in described step (three), described branch
The specific installation steps of frame method are as follows：
Projected position of the end bay arch rib on ground is drawn first, and basis is set in corresponding lifting segment interface position, in base
Weld corresponding falsework on plinth, falsework interconnects, it is ensured that can the installation of safe bearing load end bay longeron when level
Power and vertical force；
As B2+B3 combined segment Welding Testings are qualified, hanger sets complete, and two are welded on the cover plate of B2+B3 combined segments 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, using crane by B2+B3 groups
Close section lifting in place, code plate extension falls on arch springing cover plate, and lifting segment front end falls on falsework, exists using jack
The height and gradient of B2+B3 combined segments are adjusted on falsework, organizes butt welding mouth, while carries out bolt installation, measurement and positioning,
B2+B3 combined segments is affixed with falsework, arch rib is formed entirety with falsework, and control in work progress
Arch rib displacement, remaining combined segment of end bay are installed according to this step successively；
Further improved as the present invention, time end bay buckles the method for extension with mid-span using self-balancing in described step (four)
Installation, it is as follows that described self-balancing button hangs the specific installation steps of method：
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 respectively arranged with button tower, and described button tower sets three Layer assignment beams, tower altogether
Top sets twice pressure 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 is hung
On interim anchor point, secondary end bay arch rib section C2+C3+C4 installations, on the inside of arch springing, the arch rib of group soldering lattice is transported to lifting at crane station
Region, 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 height
The knotted rope one end being ready for is penetrated button point by strength bolt, arch rib section C2+C3+C4 upper ends, and the other end is connected with button anchor beam, detains anchor
Mouth sets hanger under beam corresponding end, is hung over temporarily on interim anchor point by tail rope, when knotted rope stress, while tightens up balance
Rope, pylon is kept balance, realize crane and knotted rope stress check calculation, hang both sides cable wind rope, measurement and positioning, meeting drawing will
Ask, extract gib head, in order to prevent knotted rope, tail rope steel strand wires from being released in the case of wind shake, add limiting plate to consolidate at anchor plate rear portion
It is fixed, prevent intermediate plate from coming 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, the secondary arch rib section C5+C6 of end bay 2 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, mid-span arch rib section Z5+Z6 is installed, and between Standing position of a crane Z5, Z6, arch rib section lifting is in place, arch rib section Z5+Z6
To weld seam, arch rib section Z5+Z6 upper ends carry out button and hang operation lower end group, and hang lateral cable wind rope, and the other end of knotted rope, which is hung, to be corresponded to
Button anchor beam one end be tail rope top, keep button hanging body system self-balancing, remove tail rope, while boom location is put under arch rib
Bridge floor longeron corresponding to putting, 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, interim
Anchor point, arch rib and button tower.
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 construction method of the invention, two rib-lifting section similar weights are utilized in same button tower both sides,
Hung using arch rib self-balancing button and adjacent two arch rib, accelerating construction progress are installed simultaneously.
(2) multispan cable-carried arch bridge construction method of the invention, in installation process, first kept on one side, later with tail rope
When another side is installed, after keeping self-balancing, tail rope is replaced with knotted rope, this is that arch rib installation hangs tail rope and button without bracket buckle
Rope stress system switch technology.
(3) self-balancing that the installation of multispan cable-carried arch bridge construction method of the invention, secondary end bay and mid-span arch rib uses is buckled
Hang construction method, the advantages of not only inheriting Inclined cable-stayed mounting technique, the shortcomings that overcoming Inclined cable-stayed mounting technique, save
Tail rope material, reduces quantities, reduces construction cost.
(4) multispan cable-carried arch bridge construction method of the invention, end bay arch rib is installed using Support Method simultaneously, quickening construct into
Degree.
(5) multispan cable-carried arch bridge construction method of the invention, using finite element analysis software MIDAS CIVIL to whole real
The process of applying establishes mechanical model, and the mechanical analysis of precision, the quality peace of engineering have been carried out to each operating mode of each construction stage
It is effectively ensured entirely.
(6) multispan cable-carried arch bridge construction method of the invention, utilizes digital computer simulation three-dimensional modeling so that button point,
Interim anchor point, arch rib and button tower etc. are accurately positioned, and construction quality has ensured, and is just had determined before engineering construction
The quantity of steel strand needed for good, greatly reduces the waste of material, reduces construction cost.
(7) multispan cable-carried arch bridge construction method of the invention, break through multispan cable-carried arch bridge and detain hanging installation technique thereof by cross, make more
Be mounted for reality simultaneously across arch rib, working face have it is original it is same across symmetrical cantilever expand for two across even three across and meanwhile construct,
Improve operating efficiency on the premise of construction quality is ensured, shorten the engineering time, reduce construction cost, quickening is constructed into
Degree serves decisive role.
Brief description of the drawings
Fig. 1 is the structural representation of arch bridge in multispan cable-carried arch bridge construction method of the invention；
Fig. 2 is the scheme of installation of end bay in multispan cable-carried arch bridge construction method of the invention；
Fig. 3 is the scheme of installation of time end bay arch rib C2+C3+C4 in multispan cable-carried arch bridge construction method of the invention；
Fig. 4 is the scheme of installation of mid-span arch rib Z2+Z3+Z4 in multispan cable-carried arch bridge construction method of the invention；
Fig. 5 is the scheme of installation of time end bay arch rib C5+C6 in multispan cable-carried arch bridge construction method of the invention；
Fig. 6 is the scheme of installation of mid-span arch rib Z5+Z6 in multispan cable-carried arch bridge construction method of the invention.
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, interim anchor point；16th, arch rib section C2+C3+C4；
17th, arch rib section Z2+Z3+Z4；18th, arch rib section C5+C6；19th, arch rib section Z5+Z6；20th, falsework；21st, B2+B3 combined segments.
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 construction method of the present invention is applicable is five bridging arch structure shapes
Formula, it is 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 structure.Five between successively
It set up four piers, respectively 38# piers 5,39# piers 6,40# piers 7,41# piers 8.The specific implementation step of this method is：
(1) Construction in Preparatory Stage
Using 25t crane erection construction platforms, basement process and levelling of the land are carried out, and lay temporary cable；
(2) arch springing erection stage
Using a 150t crane, set up arch springing embedded section support and arch springing is installed；
(3) end bay and tower synchronization erection stage is buckled
Using two 150t cranes, the falsework of end bay 1, the section of end bay 1, crossbeam are installed and buckle the pylon of tower 4；
(4) secondary end bay, mid-span arch rib erection stage
Using a 400t crane and a 150t crane, arch rib erection, crossbeam and wind brace；
(5) construction finishing phase
Button tower 4 is first removed, then bridge deck is installed, floorings and appurtenant work are constructed.
Wherein end bay 1 is installed using Support Method, as shown in Fig. 2 the specific installation steps of described Support Method are as follows：
Projected position of the arch rib of end bay 1 on ground is drawn first, and basis is set in corresponding lifting segment interface position, in base
Weld corresponding falsework on plinth, falsework interconnects, it is ensured that can the installation of safe bearing load end bay longeron when level
Power and vertical force；
As the Welding Testing of B2+B3 combined segments 21 is qualified, hanger sets complete, is welded on the lower end cover plate of B2+B3 combined segments 21
Two block code plates 13 are connect, 200 × 300 × 20mm of size of code plate 13, code plate 13 is perpendicular to docking port weld seam and stretches out 150mm, two pieces
The code spacing of plate 13 is 2000mm, is lifted B2+B3 combined segments 21 in place using crane, the extension of code plate 13 falls in arch springing cover plate
On, lifting segment front end falls on falsework 20, adjusts the height of B2+B3 combined segments 21 on falsework 20 using jack
And gradient, butt welding mouth is organized, while bolt installation, measurement and positioning are carried out, B2+B3 combined segments 21 and falsework 20 is affixed,
Arch rib and falsework 20 is formed entirety, and control arch rib displacement in work progress, remaining combined segment of end bay 1 successively according to
This step is installed.
The wherein secondary arch rib of end bay 2 and the arch rib of mid-span 3 are installed using multispan cable-carried arch bridge construction method, and specific installation steps are such as
Under：
First, as shown in figure 3, 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+C4 16, C5+C6 18 and the corresponding section of mid-span 3 utilize Self-balancing symmetrical cantilever.The secondary arch rib section C2+ of end bay 2
The corresponding arch rib section Z5+Z6 of mid-span 3 of the C3+C4 16 corresponding arch rib section Z2+Z3+Z4 17 of mid-span 3, the secondary arch rib section C5+C6 18 of end bay 2
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 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.The secondary arch rib section C2+C3+C4 16 of end bay 2 is installed, and crane station is on the inside of arch springing, group weldering
Qualified arch rib is transported to lifting region, swivel of unloading, and slings in place, the lower ends of arch rib section C2+C3+C4 16 pass through code plate 13 and arch
Pin connects, and group is to weld seam 14 and installs high-strength bolt, and the one end of knotted rope 11 being ready for is worn in the upper ends of arch rib section C2+C3+C4 16
Enter button point 12, the other end is connected with button anchor beam, is detained mouth under anchor beam corresponding end and is set hanger, jury anchor is hung over temporarily by tail rope
On point 15, when 11 stress of knotted rope, while tail rope 10 is tightened up, pylon is kept balance, realize that crane turns with the stress of knotted rope 11
Change, hang both sides cable wind rope, measurement and positioning, meet drawing requirement, extract gib head.In order to prevent knotted rope 11, tail rope steel strand wires
Released in the case of wind shake, add limiting plate to fix at anchor plate rear portion, prevent intermediate plate from coming off.
2nd, as shown in figure 4, 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+Z4 17, lifting is in place on the inside of the arch rib section of crane station, the lower end groups of arch rib section Z2+Z3+Z4 17 to weld seam 14 simultaneously
High-strength bolt, the upper ends of arch rib section Z2+Z3+Z4 17 installation knotted rope 11 are installed, the other end button of knotted rope 11 is suspended to corresponding secondary side
It is the top of tail rope 10 across the other end of 2 button anchor beams, progressively stress, crane gradually unload knotted rope 11, and knotted rope 11 is complete
Full stress, 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, as shown in figure 5, the arch rib section C5+C6 18 of secondary end bay 2 is lifted, crane station is between C5, C6, arch rib section lifting
In place, to weld seam 14, the upper ends of arch rib section C5+C6 18 carry out button and hang operation the lower end groups of arch rib section C5+C6 18, and hang interim cable
Wind rope, the other end for detaining anchor beam hang tail rope 10.
4th, as shown in fig. 6, 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, the upper ends of arch rib section Z5+Z6 19 carry out button and hang operation the lower end groups of arch rib section Z5+Z6 19, and hang lateral cable wind rope,
It is the top of tail rope 10 that the other end of knotted rope 11, which hangs corresponding button anchor beam one end,.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, make button
Point 12, interim anchor point 15, arch rib and button tower 4 etc. are accurately positioned, and construction quality has ensured, and in engineering
The quantity of required steel strand has just been had determined before construction, has greatly reduced the waste of material, has reduced construction cost determination material
Quantity.In work progress, arch rib and corresponding point height are constantly measured, adjustment, prevents qualitative problems of construction and make in time
Into doing over again.
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 construction method, it is characterised in that comprise the following steps：
(1) Construction in Preparatory Stage
Using 25t crane erection construction platforms, basement process and levelling of the land are carried out, and lay temporary cable；
(2) arch springing erection stage
Using a 150t crane, set up arch springing embedded section support and arch springing is installed；
(3) end bay and tower synchronization erection stage is buckled
Using two 150t cranes, end bay (1) falsework, end bay (1) section, crossbeam are installed and buckle tower (4) pylon；Wherein side
Installed across (1) using Support Method, the specific installation steps of described Support Method are as follows：
Projected position of end bay (1) arch rib on ground is drawn first, and basis is set in corresponding lifting segment interface position, on basis
The corresponding falsework of upper welding, falsework interconnect, it is ensured that can the installation of safe bearing load end bay longeron when horizontal force
And vertical force；
As B2+B3 combined segments (21) Welding Testing is qualified, hanger sets complete, is welded on the cover plate of B2+B3 combined segments (21) lower end
Two block code plates (13) are connect, code plate (13) is perpendicular to docking port weld seam and stretches out 150mm, and two block code plate (13) spacing are 2000mm,
B2+B3 combined segments (21) are lifted in place using crane, code plate (13) extension falls on arch springing cover plate, and lifting segment front end falls
On falsework (20), the height and gradient of B2+B3 combined segments (21) are adjusted on falsework (20) using jack,
Group butt welding mouth, while bolt installation, measurement and positioning are carried out, B2+B3 combined segments (21) and falsework (20) is affixed, make arch rib
Entirety is formed with falsework (20), and controls arch rib displacement in work progress, remaining combined segment of end bay (1) is successively according to this
Step is installed；
(4) secondary end bay, mid-span arch rib erection stage
Using a 400t crane and a 150t crane, arch rib erection, crossbeam and wind brace；Wherein secondary end bay (2) and mid-span (3)
Method installation is hung using self-balancing button, it is as follows that described self-balancing button hangs the specific installation steps of method：
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), corresponding mid-span (3) the arch rib section of secondary end bay (2) arch rib section C5+C6 (18)
Z5+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 by tail rope on interim anchor point (15), 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 steel strand wires from being released in the case of wind shake, adds at anchor plate rear portion
Limiting plate is fixed, 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) it is tail rope (10) top that the other end, which hangs corresponding button anchor beam one end, keeps button hanging body system self-balancing, removes tail rope
(10), while under arch rib boom location place corresponding to bridge floor longeron, and be connected with arch rib, increase button extension system stability；
(5) construction finishing phase
Button tower (4) is first removed, then bridge deck is installed, floorings and appurtenant work are constructed.
2. multispan cable-carried arch bridge construction method according to claim 1, it is characterised in that：Utilize finite element analysis software
MIDAS CIVIL establish mechanical model to whole implementation process, and the power of precision has been carried out to each operating mode of each construction stage
Credit is analysed.
3. multispan cable-carried arch bridge construction method according to claim 2, it is characterised in that：Utilize digital computer simulation three
Dimension 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 |
|---|---|---|---|
| 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 CN106087752A (en) | 2016-11-09 |
| CN106087752B true CN106087752B (en) | 2018-01-26 |
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| CN106702911B (en) * | 2017-01-25 | 2019-04-26 | 中铁大桥局集团有限公司 | A kind of secondary traversing construction method for hanging of cable-carried arch bridge rib-lifting section |
| 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 |
| CN108411760B (en) * | 2018-04-09 | 2023-10-03 | 广西大学 | Pull rod arch bridge |
| 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 |
| CN109487696B (en) * | 2018-11-30 | 2020-09-29 | 中铁大桥局集团有限公司 | Method and device for dismounting reinforced concrete basket arch 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 |
| CN115030052B (en) * | 2022-07-15 | 2023-02-28 | 广西大学 | Rapid safe construction and intelligent monitoring control method for continuous arch bridge |
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| CN100577915C (en) * | 2007-08-22 | 2010-01-06 | 中铁大桥局股份有限公司 | Erection method of large-span continuous steel truss arch |
| CN100587163C (en) * | 2008-05-15 | 2010-02-03 | 天津市市政工程设计研究院 | Non-push tied arch bridge |
| CN102359059B (en) * | 2011-09-30 | 2013-07-31 | 李勇 | Large-span double-arch axis combined arch bridge and construction method thereof |
| CN204199181U (en) * | 2014-10-30 | 2015-03-11 | 中铁十八局集团第五工程有限公司 | A kind of bridge main subarch rib docking auxiliary stand structure |
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