CN202969246U - Semi-stride hoisting bowstring arch bridge - Google Patents
Semi-stride hoisting bowstring arch bridge Download PDFInfo
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- CN202969246U CN202969246U CN2012206899690U CN201220689969U CN202969246U CN 202969246 U CN202969246 U CN 202969246U CN 2012206899690 U CN2012206899690 U CN 2012206899690U CN 201220689969 U CN201220689969 U CN 201220689969U CN 202969246 U CN202969246 U CN 202969246U
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Abstract
The utility model relates to a semi-stride hoisting bowstring arch bridge, and belongs to the technical field of bridges. The semi-stride hoisting bowstring arch bridge comprises piers, arch feet, an arch rib, a bridge floor stiff framework and a bridge floor, wherein the piers are arranged on both banks of a riverway, the arch feet are arranged on the piers, the arch rib and the bridge floor stiff framework stretch across both banks of the riverway and are connected with the arch feet on the both sides of the riverway, and the bridge floor is erected on the bridge floor stiff framework. The arch rib comprises a first arch rib section, a second arch rib section and a third arch rib section. The bridge floor stiff framework comprises a first bridge floor stiff framework section, a second bridge floor stiff framework section and a third bridge floor stiff framework section. The first arch rib section is connected with the first bridge floor stiff framework section through a plurality of hanging rods which are arranged vertically so that a semi-stride hoisting bridge framework is formed, wherein the semi-stride hoisting bridge framework is hoisted above the riverway so as to be installed in a folding mode after the semi-stride hoisting is assembled and molded on the bank. When the semi-stride hoisting bowstring arch bridge is built, supports do not need to be erected in the riverway, times of closure of navigation are small, time of the closure of the navigation is short, horizontal thrust of the arch feet is well controlled, and construction precision is high.
Description
Technical field
The utility model relates to a kind of Through Steel piping bar arch bridge, belongs to the bridge technology field.
Background technology
At present, China just actively implements cruiseway upgrading training works, carries forward vigorously the construction of high-grade waterway net.Bowstring arch bridge will encircle with two kinds of basic structure forms of beam to be combined, and common bearing load has been given full play to beam and has been subjected to structural performance and compound action curved, the arch pressurized, is widely used in the construction of navigation channel newly building bridge.
Bowstring arch bridge adopts the job practicess such as full Support Method, limited bracket method, erection with cableway, whole hanging method, monolithic integral hoisting of arch rib method mostly.Full Support Method, limited bracket method are that erection bracket is constructed in the navigation channel.Advantage is simple to operate, and having in work progress can be for the operation platform of operation, to lifting appliance Capability Requirement less.But, bridge construction on water transport busy river course, construction period must not stop navigation, according to the maritime sector requirement, if support is set in the navigation channel, its net span must not be less than 40m, the navigation limit for height must not be less than 7m, if adopt the construction of limited bracket method, the support that arranges in the navigation channel is subject to the passing ships collision unavoidably, jeopardize the boats and ships shipping safety, the potential safety hazard of support self is very large simultaneously.Therefore must select the minimum constructure scheme of navigation channel impact.Erection with cableway is to utilize the cable transportation of hanging, the job practices of installation component, and its construction technology is numerous and diverse, and construction cost is high.Whole hanging method is due to the restriction that is subjected to River Channel execution conditions and River Channel floating-crane lifting ability, just can't adopt whole hanging method to construct when main spanning river part weight is larger.
Be published in " concrete filled steel tube tie-rod pedestrian bridge is without support mounting design Key Technology " literary composition of " highway " magazine 06 phase in 2011 and adopted tubular arch assembly unit moulding on the coast, the crane barge integral hoisting, then with tubular arch as the construction stiff skeleton, hang tie-rod crossbeam sections by suspension rod, with interim Suo Pingheng impost horizontal thrust without the support mounting method.Chinese patent literature CN1811070A(application number is 200510023670.6) announced a kind of lower support type Steel Pipe Concrete Tied-arch Bridge fitting the arch first then fitting the girder stiff skeleton job practices, comprise the steps: that A. is at the permanent horizontal prestressed cable of end floor beam place's tension; B. with the moulding of steel tube arch rib integral assembling, utilize steel tube arch rib self buoyancy to pass through the river course transportation by driving to the job site, directly lifting is in place with steel tube arch rib to utilize crane barge; C. with permanent horizontal prestressed cable as the interim drag-line of construction, the horizontal thrust of bearing concrete-filled steel tubes arch bridge by the tension stress of adjusting horizontal prestressed cable is controlled the displacement of arch springing; D. carry out bridge floor precast beam hoisted in position by stiffness steel pipe concrete arch rib and suspension rod.The job practices of above-mentioned two kinds of bowstring arch bridges is all to adopt the integral hoisting of arch rib method, first with arch rib assembly unit moulding on the coast, then install to the river course by the crane barge integral hoisting, use the horizontal thrust of interim cable wire balanced arch pin, then suspension rod and bridge floor precast beam are installed.The method must be used the horizontal thrust of interim cable wire balanced arch pin, and construction stage stress of arch costal and distortion complexity, and construction requirement is high, adopts the method to construct, and the engineering time on the navigation channel is still long, can affect the unimpeded of navigation channel.
The utility model content
The technical problem that the utility model solves is, need not erection bracket when proposing a kind of constructions in the river course, iceound number of times is few, the iceound time is short, and the horizontal thrust of arch springing is well controlled, construction precision high partly across lifting bowstring arch bridge.
In order to solve the problems of the technologies described above, the technical scheme that the utility model proposes is: a kind of half across the lifting bowstring arch bridge, comprise the bridge pier of being located at the two sides, river course, be located at the arch springing on described bridge pier, across two sides, river course and the arch rib and the bridge floor stiff skeleton that are connected with the arch springing of two sides, described river course, and set up bridge floor on described bridge floor stiff skeleton, described bridge floor stiff skeleton be positioned at described arch rib under, described arch rib is divided into the first arch rib section, the second arch rib section and the 3rd arch rib section; Described bridge floor stiff skeleton is divided into the first bridge floor stiff skeleton section, the second bridge floor stiff skeleton section and the 3rd bridge floor stiff skeleton section; One end of described the second arch rib section and the second bridge floor stiff skeleton section is embedded in described arch springing away from the riverbank, and is positioned at the top on land; One end of described the 3rd arch rib section and the 3rd bridge floor stiff skeleton section is embedded in by in riverain described arch springing; Described the second arch rib section is connected by the many suspension rods that vertically arrange with the second bridge floor stiff skeleton section; Described the first arch rib section and the first bridge floor stiff skeleton section by the many suspension rods that vertically arrange be connected be formed in winch to after the assembly unit moulding of bank close up on the river course installation half across lifting the bridge skeleton.
In order further to have shortened the iceound time, horizontal thrust at the shortest engineering time inner equilibrium arch springing, a kind of technique scheme is preferably: above-mentioned half when closing up across lifting bridge skeleton, the two ends of described the first bridge floor stiff skeleton section are connected with described second, third bridge floor stiff skeleton section by pull bar, and the two ends of described the first arch rib section are by being temporarily fixed on described second, third arch rib section.
Technique scheme further preferably: above-mentioned arch rib section prefabricated component is the dumbbell shape arch rib section that is made of two steel pipes and the web that is connected two steel pipes.
Of the present utility model half beneficial effect across the lifting bowstring arch bridge is: the arch rib of this bowstring arch bridge, suspension rod and bridge floor skeleton first are assembled into half across lifting bridge skeleton in the bank, lift again, need the part relative volume of lifting less, weight is lighter, and is lower to the requirement of crane barge tonnage in the river course.This bowstring arch bridge constructing operation is relatively simple, and precision is controlled relatively easy, can effectively shorten construction period, and in assurance water, without support, the iceound time is short, has a extensive future, and is particularly useful for China's cruiseway bridge upgrading.
Description of drawings
Below in conjunction with accompanying drawing, half of utility model is described further across the lifting bowstring arch bridge.
Fig. 1 is half structural representation across the lifting bowstring arch bridge in the utility model embodiment 1.
Fig. 2 is the structural representation of half in Fig. 1 when closing up across the lifting bowstring arch bridge.
Fig. 3 is the structural representation of the moulding bed in embodiment 2.
Fig. 4 is the top view of Fig. 3.
Fig. 5 is the left view of Fig. 3.
Fig. 6 is the structural representation of the first arch rib section assembly unit moulding in embodiment 2.
Fig. 7 is the top view of Fig. 6.
Fig. 8 is the structural representation of the first bridge floor stiff skeleton section assembly unit moulding in embodiment 2.
Fig. 9 is that half in embodiment 2 is across the structural representation of lifting bridge skeleton assembly unit moulding.
Figure 10 is the left view of Fig. 9.
Figure 11 is the structural representation of a slice half in Figure 10 when hanging assembling support across lifting bridge skeleton.
Figure 12 is the structural representation after the side assembling support in Figure 11 is removed.
Figure 13 is the structural representation of half in Figure 12 when hanging assembling support across lifting bridge skeleton.
Figure 14 is the structural representation when in embodiment 2, bowstring arch bridge is built.
To be half in embodiment 2 winch to structural representation on the river course across lifting bridge skeleton to Figure 15.
Figure 16 is mouthful local enlarged diagram at place that closes up in embodiment 2.
Figure 17 is the local enlarged diagram of the right half part in Figure 16.
Figure 18 is the left view of Figure 17.
The specific embodiment
The present embodiment half across the lifting bowstring arch bridge, as depicted in figs. 1 and 2, comprise the bridge pier 1 of being located at the two sides, river course, be located at the arch springing 2 on bridge pier 1, across two sides, river course and the arch rib 3 and the bridge floor stiff skeleton 4 that are connected with the arch springing 2 of two sides, river course, and set up bridge floor 40 on bridge floor stiff skeleton 4.Bridge floor stiff skeleton 4 be positioned at arch rib 3 under.Arch rib 3 is formed by end to end being welded and fixed of a plurality of arch rib section prefabricated component, is divided into the first arch rib section 31, the second arch rib section 32 and the 3rd arch rib section 33.One end of the second arch rib section 32 is embedded in arch springing 2 away from the riverbank, and is positioned at the top on land.One end of the 3rd arch rib section 33 is embedded in by in riverain arch springing 2.Bridge floor stiff skeleton 4 is formed by end to end being welded and fixed of a plurality of bridge floor stiff skeleton section prefabricated component, is divided into the first bridge floor stiff skeleton section 41, the second bridge floor stiff skeleton section 42 and the 3rd bridge floor stiff skeleton section 43.One end of the second bridge floor stiff skeleton section 42 is embedded in arch springing 2 away from the riverbank, and is positioned at the top on land.One end of the 3rd bridge floor stiff skeleton section 43 is embedded in by in riverain arch springing 2.The second arch rib section 32 is connected by the many suspension rods 10 that vertically arrange with the second bridge floor stiff skeleton section 42.The first arch rib section 31 and the first bridge floor stiff skeleton section 41 are connected by the many suspension rods 10 that vertically arrange, jointly consisted of winch to after the assembly unit moulding of bank close up on the river course installation half across lifting the bridge skeleton.When closing up, the two ends of the first bridge floor stiff skeleton section 41 are connected with second, third bridge floor stiff skeleton section 42,43 by pull bar 9.The two ends of the first arch rib section 31 are weldingly fixed on second, third arch rib section 32,33 by the horse plate temporarily.
Arch rib section prefabricated component is the dumbbell shape arch rib section that is made of two steel pipes and the web that is connected two steel pipes.
The bowstring arch bridge of the present embodiment half is half job practices across the lifting bowstring arch bridge of embodiment 1 across skeleton assembly unit hanging method, and concrete steps are as follows:
A. near the bank waiting to build a bridge arranges moulding bed.With the first arch rib section 31 and the first bridge floor stiff skeleton section 41 assembly unit moulding.
The assembly unit moulding of the first arch rib section 31: first the arch rib section prefabricated component that makes is transported to the job site.As shown in Figure 6 and Figure 7, bank at the construction field (site) arranges moulding bed according to shape and the size of the first arch rib section 31, arch rib section prefabricated component horizontal is set up in is assembled into the first arch rib section 31 on moulding bed.When assembly unit, fill out steel plate by plug between adjacent arch rib section prefabricated component the shape and size of the first arch rib section 31 are finely tuned, be welded and fixed between arch rib section prefabricated component.
To shown in Figure 5, moulding bed comprises the shellfish thunder sheet 6 of being located at ground concrete block 5 and being vertical at the concrete block top as Fig. 3.Concrete block 5 is the cuboid prefabricated components that formed by the concreting that strength grade is C25, and length is 6000mm, and width is 1800mm, is highly 500mm.Shellfish thunder sheet 6 has two rows, and two row shellfish thunder sheets 6 are symmetrical arranged along the axis a of concrete block length direction, and spacing is 900mm.Every row shellfish thunder sheet 6 is arranged side by side by two shellfish thunder sheets 6 and abutting end is fixedly connected with and consists of.Be provided with the two ends of the symmetrical shellfish thunder sheet 6 of connection and the brace 7 at middle part between two row shellfish thunder sheets 6.Brace 7 is made of rectangular frame 71 and the ribs 72 of being located in rectangular frame.
The assembly unit moulding of the first bridge floor stiff skeleton section 41: adopt the method identical with the first arch rib section 31 assembly unit moulding.As shown in Figure 8, at the construction field (site) bank arranges moulding bed according to shape and the size of the first bridge floor stiff skeleton section 41.Half has symmetrical two across lifting bridge skeleton.Bridge floor stiff skeleton section prefabricated component horizontal is set up in is assembled into two the first bridge floor stiff skeleton sections 41 that be arranged in parallel on moulding bed.Be welded and fixed between bridge floor stiff skeleton section prefabricated component.
B. the first arch rib section 31 and the first bridge floor stiff skeleton section 41 are assembled into half across lifting bridge skeleton in the bank.
As Fig. 8 and shown in Figure 9, build assembling support 100 at two ends and the middle part of two good the first bridge floor stiff skeleton sections 41 of assembly unit according to the shape of the first arch rib section 31.Assembling support 100 is lattice steel pipe pile buttresses.Shape and intensity to two the first arch rib sections 31 detect, two the first arch rib sections 31 that detect after qualified are winched on corresponding assembling support 100 by 500t crane barge 200 integral body, the first arch rib section 31 be positioned at corresponding the first bridge floor stiff skeleton section 41 directly over.Subsequently, suspension rod 10 is installed between the first arch rib section 31 and the first bridge floor stiff skeleton section 41, corresponding the first arch rib section 31 and the first bridge floor stiff skeleton section 41 are connected, thereby consist of two and half across lifting bridge skeleton.
C. carry out the construction of bridge pier and arch springing in the two sides, river course, set up second, third arch rib section 32,33 and second, third bridge floor stiff skeleton section 42,43.
As shown in figure 14, carry out the construction of drilled pile, cushion cap and the column of bridge pier 1.Set up bridge floor support 101 and arch rib support 102, arch rib support 102 is lattice steel pipe pile buttresses.Carry out the concrete structure construction of arch springing 2 on bridge floor support 101.On bridge floor support 101 and arch rib support 102, build the second arch rib section 32 and the second bridge floor stiff skeleton section 42 that are positioned at the top, land.One end of the second arch rib section 32 and the second bridge floor stiff skeleton section 42 is embedded in arch springing 2 away from the riverbank.Suspension rod 10 is installed between the second arch rib section 32 and the second bridge floor stiff skeleton section 42, corresponding the second arch rib section 32 and the second bridge floor stiff skeleton section 42 are connected.On bridge floor support 101 and arch rib support 102, build the 3rd arch rib section 33 and the 3rd bridge floor stiff skeleton section 43 that are positioned at the top, riverbank.One end of the 3rd arch rib section 33 and the 3rd bridge floor stiff skeleton section 43 is embedded in by in riverain arch springing 2.
D. forbid navigation, will partly winch to across lifting bridge skeleton and close up installation on the river course.The two ends of the first bridge floor stiff skeleton section 41 are connected with second, third bridge floor stiff skeleton section 42,43 by pull bar 9.The two ends of the first arch rib section 31 are temporarily fixed on second, third arch rib section 32,33.
As shown in figure 15, across lifting on the bridge skeleton, four Heave Heres are set half, adopt general known hanging method, carry out the four-point lifting lifting with 500t crane barge 200.Hoisting point position is according to half length and weight across lifting bridge skeleton integral body, and the tonnage of crane barge and quantity are calculated and confirm, and according to hoisting point position, the stressing conditions under the first arch rib section 31 slinging work situations is checked, guarantee the safety of lifting by crane, guarantee that the first arch rib section 31 distortion are less.Make workload with welding in order to reduce suspension ring, suspension centre is arranged on the position near suspension rod 10, adopts the mode of cable binding arch rib to be fixed, and the shear strength of the weld seam of corresponding suspension rod 10 and the first arch rib section 31 junctions is checked.The angle of lifting rope angle is calculated and determines according to effective sling height of crane barge, and the angular range of lifting rope angle is controlled at 30 ° to 60 °.The lifting rope specification is calculated and determines according to angle and the hoisting weight of lifting rope, and the ratio of the rupture pull force of lifting rope and calculating pulling force is more than or equal to 6.
As shown in figure 10, due to two and half adjacent across the assembling support 100 of lifting bridge skeleton, and the first bridge floor stiff skeleton section 41 is positioned at corresponding assembling support 100.During lifting, as shown in figure 11, first will partly upwards promote across lifting bridge skeleton is whole with crane barge 200, itself and assembling support 100 are broken away from, then adopt the method for gas cutting will stop that rapidly the steel pipe of the assembling support 100 of the first bridge floor stiff skeleton section 41 transverse shiftings cuts off, then should half hang its assembling support 100 and directly winch to and close up installation on the river course across lifting the bridge skeleton.Then, as shown in figure 12, remove this half assembling support 100 across lifting bridge skeleton.As shown in figure 13, with above-mentioned identical method, another sheet half being hung its assembling support 100 across lifting bridge skeleton directly winches to and closes up installation on the river course.After last a slice half hung out across lifting bridge skeleton, assembling support 100 only relied on single steel pipe post supporting, a little less than stability of system, in design process, needed strutting system is in this case carried out the checking computations of intensity and resistance to overturning.In the practice of construction process, need to remove rapidly this half across the assembling support 100 of lifting bridge skeleton or partly set up temporary supporting in assembling support 100 amputation.
To shown in Figure 180, what width is set respectively is 1000mm to 2000mm between the first bridge floor stiff skeleton section 41 and second, third bridge floor stiff skeleton section 42,43 closes up mouth 300 as Figure 16.Four angles of the cross section of bridge floor stiff skeleton section prefabricated component are provided with shaped steel 44.Shaped steel 44 is that specification is the angle steel of ∠ 200 * 200 * 24mm.Be welded and fixed pedestal 8 in angle steel 44 inboards that close up mouthful 300 both sides.Pedestal 8 by vertical welding be fixed on first, second substrate 81 on angle steel, 82 be fixedly connected with first, second substrate 81,82 side plate 83 forms.First substrate 81 is closing up between mouth 300 and second substrate 82, and spacing is 240mm.First, second substrate 81, the 82nd, length are 166mm, and width is 166mm, and thickness is the Q235 steel plate of 30mm; Side plate 83 is that length is 240mm, and width is 166mm, and thickness is the Q235 steel plate of 30mm.Having diameter on first substrate 81 is the first through hole 81-1 of 60mm, and having on second substrate 82 with the diameter of the first coaxial setting of through hole is the second through hole 82-1 of 45mm.
Before lifting, in the first through hole 81-1 of the pedestal 8 of the first bridge floor stiff skeleton section 41 and the second through hole 82-1, pull bar 9 is set, by rope, pull bar 9 is fixed on pedestal 8.Pull bar 9 is that diameter is 32mm, and length is the indented bars of 4000mm.During lifting, pull bar 9 together lifts by crane across lifting bridge skeleton with half.As Fig. 2, Figure 16 and shown in Figure 17, after lifting puts in place, be passed in successively the first through hole 81-1 and the second through hole 82-1 of the pedestal 8 of first and second bridge floor stiff skeleton section 41,42 with nylon rope drawing pull bar 9, nut 91 is screwed two ends at pull bar 9, every end screws two nuts 91, thereby tension pull bar 9 is for the horizontal thrust of balance arch springing 2.Simultaneously, be welded to connect the horse plate of both sides arch rib section in the first arch rib section 31 and second, third arch rib section 32,33 junction, thereby carry out temporary fixed to the two ends of the first arch rib section 31.Then, crane barge 200 off the hook are withdrawn.
E. recover navigation, closing up mouthful 300 interior installation bridge floor stiff skeleton section prefabricated components, the junction of bridge floor stiff skeleton 4 is welded and fixed, the junction of arch rib 3 is welded and fixed, remove pull bar 9.Set up bridge floor 40 on bridge floor stiff skeleton 4.
The described concrete technical scheme of above-described embodiment that is not limited to of the present utility model, all employings are equal to the technical scheme of replacing formation and are the protection domain that the utility model requires.
Claims (3)
1. one and half across the lifting bowstring arch bridge, comprise the bridge pier of being located at the two sides, river course, be located at the arch springing on described bridge pier, across two sides, river course and the arch rib and the bridge floor stiff skeleton that are connected with the arch springing of two sides, described river course, and set up bridge floor on described bridge floor stiff skeleton, described bridge floor stiff skeleton be positioned at described arch rib under, it is characterized in that: described arch rib is divided into the first arch rib section, the second arch rib section and the 3rd arch rib section; Described bridge floor stiff skeleton is divided into the first bridge floor stiff skeleton section, the second bridge floor stiff skeleton section and the 3rd bridge floor stiff skeleton section; One end of described the second arch rib section and the second bridge floor stiff skeleton section is embedded in described arch springing away from the riverbank, and is positioned at the top on land; One end of described the 3rd arch rib section and the 3rd bridge floor stiff skeleton section is embedded in by in riverain described arch springing; Described the second arch rib section is connected by the many suspension rods that vertically arrange with the second bridge floor stiff skeleton section; Described the first arch rib section and the first bridge floor stiff skeleton section by the many suspension rods that vertically arrange be connected be formed in winch to after the assembly unit moulding of bank close up on the river course installation half across lifting the bridge skeleton.
2. according to claim 1 partly across the lifting bowstring arch bridge, it is characterized in that: described half when closing up across lifting bridge skeleton, the two ends of described the first bridge floor stiff skeleton section are connected with described second, third bridge floor stiff skeleton section by pull bar, and the two ends of described the first arch rib section are by being temporarily fixed on described second, third arch rib section.
3. according to claim 1 partly across the lifting bowstring arch bridge, it is characterized in that: described arch rib section prefabricated component is the dumbbell shape arch rib section that is made of two steel pipes and the web that is connected two steel pipes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012206899690U CN202969246U (en) | 2012-12-13 | 2012-12-13 | Semi-stride hoisting bowstring arch bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012206899690U CN202969246U (en) | 2012-12-13 | 2012-12-13 | Semi-stride hoisting bowstring arch bridge |
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| CN202969246U true CN202969246U (en) | 2013-06-05 |
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| CN2012206899690U Expired - Fee Related CN202969246U (en) | 2012-12-13 | 2012-12-13 | Semi-stride hoisting bowstring arch bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103437296A (en) * | 2013-08-28 | 2013-12-11 | 山东中宏路桥建设有限公司 | Steel tube arch bridge towerless buckling three-section type double-rib folding hoisting construction method |
| CN112962464A (en) * | 2021-02-21 | 2021-06-15 | 江苏捷达交通工程集团有限公司 | Floating hoisting construction method for steel tube arch rib of long-span concrete-filled steel tube tied arch bridge |
-
2012
- 2012-12-13 CN CN2012206899690U patent/CN202969246U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103437296A (en) * | 2013-08-28 | 2013-12-11 | 山东中宏路桥建设有限公司 | Steel tube arch bridge towerless buckling three-section type double-rib folding hoisting construction method |
| CN103437296B (en) * | 2013-08-28 | 2015-06-24 | 山东中宏路桥建设有限公司 | Steel tube arch bridge towerless buckling three-section type double-rib folding hoisting construction method |
| CN112962464A (en) * | 2021-02-21 | 2021-06-15 | 江苏捷达交通工程集团有限公司 | Floating hoisting construction method for steel tube arch rib of long-span concrete-filled steel tube tied arch bridge |
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130605 Termination date: 20201213 |