CN110016854A - A kind of short tower oblique pull is put more energy into combination arch bridge construction - Google Patents
A kind of short tower oblique pull is put more energy into combination arch bridge construction Download PDFInfo
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- CN110016854A CN110016854A CN201910194869.7A CN201910194869A CN110016854A CN 110016854 A CN110016854 A CN 110016854A CN 201910194869 A CN201910194869 A CN 201910194869A CN 110016854 A CN110016854 A CN 110016854A
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 4
- 238000007596 consolidation process Methods 0.000 claims abstract description 4
- 239000000725 suspension Substances 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims 1
- 239000012634 fragment Substances 0.000 abstract description 11
- 238000009412 basement excavation Methods 0.000 abstract description 3
- 230000006378 damage Effects 0.000 abstract description 3
- 229910000831 Steel Inorganic materials 0.000 description 12
- 239000010959 steel Substances 0.000 description 12
- 239000003245 coal Substances 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000004927 fusion Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000013139 quantization Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
Classifications
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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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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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
A kind of short tower oblique pull is put more energy into combination arch bridge construction, it avoids setting pier on the hillside of saw-cut area arch bridge access bridge side, effectively reduce the excavation of massif and the destruction to environment, the height and difficulty of construction for encircleing upper pier are reduced, and meets bridge floor and is laid with safety and comfort requirement that non-fragment orbit and train are run at high speed.It is combined and is formed by the rigid structure of T shape of putting more energy into of the short tower oblique pull at large-span arch bridge bridge span structure and two sides border pier, increase border pier two sides girder span across footpath in such a way that oblique pull is put more energy into, bridge main beam is from border pier one across directly connecing abutment；The short tower oblique pull rigid structure of T shape of putting more energy into includes bridge tower and cable-stayed system, and bridge tower is set on the border pier pier top of two sides and consolidation is integrated therewith, and cable-stayed system connects bridge tower, bridge main beam, with the common supporting bridge girder of main arch；The bridge main beam is continuous structure, and thus large-span arch bridge bridge span structure and the short tower oblique pull in the two sides rigid structure of T shape of putting more energy into are formed together entire combination arch formation, is uniformly coordinated stress.
Description
Technical field
The present invention relates to sciences of bridge building, in particular to it is short across one kind of mountain area V-type Valley to be suitable for high-speed railway
Tower oblique pull put more energy into combination arch bridge construction, avoid setting pier on access bridge abrupt slope, reduce difficulty of construction while reduce to natural environment
Destruction, while meet bridge be laid with non-fragment orbit ride comfort requirement.
Background technique
In recent years, the construction of China's Mountainous high speed railway Loads of Long-span Bridges obtains fast-developing, large quantities of structure novels, technology
It is complicated and difficulty of construction is big big builds up across bridge complex.Wherein, most representative to belong to large-span concrete arch bridge, such as Shanghai
Kun Gaotiebei disk river grand bridge is the concrete arch-type bridge of main span 445m.Large-span concrete arch bridge due to its rigidity of structure is big, across
The advantages that more ability is strong and easily adapts to environment, is increasingly becoming the preferred bridge type across Valley.However, being located at complicated hardships and dangers
The more steep V-arrangement valley in mountain area, especially two sides hillside often leads to access bridge mountain due to skewback foundation excavation brush slope at arch springing
Ramp bridge pier is affected by brush slope, and construction pier footing difficulty is very big in steep slope surface, and common method is to increase to hand over
The across footpath of beam body at boundary's pier, to avoid the influence that skewback excavates brush slope, but high-speed railway bridge requires bridge floor to have high ride,
It is especially laid with the bridge of non-fragment orbit, beam body ride comfort is crept by residual shrinkage after laying a railway track to be influenced with mobile load deformation, and across footpath is not
It is preferably excessive.Existing " Design of High-speed Railway specification " (TB10621-2014) the 7.3.2 requirement in China: 1. there is the vertical of tiny fragments of stone, coal, etc. bridge floor beam body
Deformation should not exceed 20mm；2. span should not exceed 10mm without tiny fragments of stone, coal, etc. bridge floor vertical deformation less than or equal to 50m's；3. span is greater than
50m's should not exceed L/5000 without tiny fragments of stone, coal, etc. bridge floor vertical deformation and should not exceed 20mm.Directly increase the method for beam body sectional dimension,
The self weight and size for not only increasing structure lead to vicious circle, and beam body becomes clumsy, and aesthetics is poor, and can not also solve residual
The problem of remaining time deformation.
Large span beam bridge is laid with the safety of non-fragment orbit and the operation of later period bullet train and comfortable to meet at present
Property require, put more energy into frequently with arch and steel truss put more energy into two ways.But for long-span arch bridge, girder span is added using arch at border pier
Strength or steel truss are put more energy into, and there is following problems:
1. girder span to the access bridge of border pier only has a hole beam, and access bridge side sets abutment, such as using mode of putting more energy into is encircleed at border pier
It is put more energy into using arch, the deck-molding at arch springing need to be increased, and construct complicated, construction complexity at arch springing；In addition border pier is often higher, arch
Part main arch put more energy by border pier transmitting horizontal thrust, power transmission is indefinite, and unfavorable to border pier stress.Aesthetically examine
Consider, girder span is a part of main arch bridge at border pier, aesthetically causes to confeuse the parimary with secondary bright, aesthetics is poor.
2. being put more energy into mode at border pier using steel truss: beam bridge, which also has, at present adds steel truss girder in box beam top surface, to increase
The web member of the ride comfort of beam body, steel truss girder is inserted into box beam concrete web, and is connected using the constructions such as PBL shear connector and beam body
It connects.Girder span work surface is often as high as 200m first at border pier, and uses cantilever construction.First in beam body top surface erecting steel truss girder
Positioning and assembled difficulty it is big, precision is difficult to ensure, and aesthetics is poor.
To sum up, to solve the problems, such as to avoid setting bridge pier in the steep slope surface of V-arrangement valley mountain area long-span arch bridge access bridge, at present
Beam body technical measures have some limitations.It is either put more energy into using arch or steel truss stiff girder, power transmission is unknown
Really, and construction operation difficulty is big, and precision is relatively difficult to guarantee, and aesthetics is poor.
Summary of the invention
The of the invention technical problem of being solved is to provide a kind of short tower oblique pull combination arch bridge of putting more energy into and constructs, and avoids in steep gorge
Canyon arch bridge access bridge side sets pier on hillside, effectively reduces the excavation of massif and the destruction to environment, reduces the height for encircleing upper pier
Degree and difficulty of construction, and meet bridge floor and be laid with safety and comfort requirement that non-fragment orbit and train are run at high speed.
It is as follows that the present invention solves the technical solution that its technical problem is taken:
A kind of short tower oblique pull of the invention put more energy into combination arch bridge construction, it is characterized in that: by large-span arch bridge bridge span structure and two
Short tower oblique pull at the border pier of the side rigid structure of T shape of putting more energy into combines to be formed, and border pier two sides girder span is increased in such a way that oblique pull is put more energy into
Across footpath, bridge main beam is from border pier one across directly connecing abutment；The short tower oblique pull rigid structure of T shape of putting more energy into includes bridge tower and cable-stayed system,
Bridge tower is set on the border pier pier top of two sides and consolidation is integrated therewith, and cable-stayed system connects bridge tower, bridge main beam, with main arch
Common supporting bridge girder；The bridge main beam is continuous structure, and thus large-span arch bridge bridge span structure adds with the short tower oblique pull in two sides
The rigid structure of strength T shape is formed together entire combination arch formation, is uniformly coordinated stress.
The bridge tower anchors to use in the construction of large-span arch bridge bridge span structure as main arch construction knotted rope dorsal funciculus buckles anchor tower.
The beneficial effects of the present invention are embodied in following aspects:
One, border pier two sides girder span across footpath is increased in such a way that oblique pull is put more energy into, bridge main beam is from border pier one across straight
Abutment is connect, to avoid that bridge pier is arranged on versant abrupt slope in border pier, farthest reduces the influence to natural environment；
Two, bridge main beam load reaches border pier by cable-stayed system, reduces the counter-force to main arch, while main span span increases
After big, the upper pier height of arch can be significantly reduced or reduced and encircle upper pier number, bridge construction difficulty is reduced, because reducing the work to main arch
Firmly, it can also be achieved the lightweight of main arch；
Three, the biggish girder span of across footpath reduces the deformation of beam body using oblique pull reinforcing structure, increases the ride comfort of beam body,
Bridge floor can be met and be laid with the deformation requirements that non-fragment orbit and train are run at high speed；
Four, bridge tower can be used as the button tower of main arch construction button anchor in construction, after the completion of main arch construction, but also as the later period
It puts more energy into the button tower of suspension cable, recycling faces combinations forever, eliminates the interim steel construction button tower of main arch construction, substantially save work
Journey cost；
Five, short tower oblique pull is put more energy into cable-stayed system and the common supporting bridge girder of main arch in the rigid structure of T shape, cooperative bearing, shape
Integral combined structure system；The form of short tower is used at border pier, bridge tower is relatively short, is similar to bridgehead, and reduce
Deck-molding at border pier, structure is smooth, and total tune is beautiful.
Detailed description of the invention
This specification includes following three width attached drawing:
Fig. 1 is that a kind of short tower oblique pull of the present invention is put more energy into the general arrangement schematic of combination arch bridge construction；
Fig. 2 is the enlarged drawing of the part A in Fig. 1；
Fig. 3 is that a kind of short tower oblique pull of the present invention is put more energy into combination arch bridge construction main arch part Construction Arrangement schematic diagram.
Component, toponym and corresponding label are shown: pier 20, arch upper beam 31, stiff girder on main arch ring 10, arch in figure
32, skewback basis 40, border pier 51, bridge tower 52, abutment 60, suspension cable 71 of putting more energy into, knotted rope dorsal funciculus 72, bridge tower drag-line duct 80,
Knotted rope dorsal funciculus duct 81.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples.
Referring to Figures 1 and 2, a kind of short tower oblique pull of the invention put more energy into combination arch bridge construction by large-span arch bridge bridge span structure and
Short tower oblique pull at the two sides border pier 51 rigid structure of T shape of putting more energy into combines to be formed, and 51 liang of border pier are increased in such a way that oblique pull is put more energy into
Curb girder across across footpath, bridge main beam from from border pier 51 one across abutment 60 is directly connect, to avoid in border pier on versant abrupt slope
Bridge pier is set, the influence to natural environment is farthest reduced.The short tower oblique pull rigid structure of T shape of putting more energy into includes bridge tower 52 and oblique pull body
System, bridge tower 52 is set on 51 pier top of two sides border pier and consolidation is integrated therewith, and cable-stayed system connects bridge tower 52, bridge master
Beam, with the common supporting bridge girder of main arch.The bridge main beam is continuous structure, and thus large-span arch bridge bridge span structure and two sides are short
The tower oblique pull rigid structure of T shape of putting more energy into is formed together entire combination arch formation, is uniformly coordinated stress.Bridge main beam load passes through oblique pull body
After system reaches border pier 51, reduces the counter-force to main arch 10, while main span span increases, can significantly reduce upper 20 height of pier of arch or
It reduces and encircles upper 20 numbers of pier, reduce bridge construction difficulty, because reducing the active force to main arch 10, can also be achieved the light of main arch 10
Quantization.The biggish girder span of across footpath reduces the deformation of beam body using oblique pull reinforcing structure, increases the ride comfort of beam body, can meet
Bridge floor is laid with the deformation requirements that non-fragment orbit and train are run at high speed.
Referring to Figures 1 and 2, the large-span arch bridge bridge span structure includes main arch 10 and on it along on the spaced arch of bridge
Pier 20, arch upper beam 31 is by seat supports in the pier top for encircleing upper pier 20.The short tower oblique pull rigid structure of T shape of putting more energy into includes border pier
51, cable-stayed system and stiff girder 32, bridge tower 52 upwardly extend certain altitude by two sides border pier 51 and are formed, and stiff girder 32 is set to
10 two sides of main arch and along bridge to along 51 two sides of border pier extend certain length, with arch 31 continuous structure of upper beam formed bridge main beam,
Stiff girder 32 and border pier 51 consolidate the at T-shaped rigid structure of shape.
Referring to Figures 1 and 2, the cable-stayed system includes put more energy into suspension cable 71 and bridge tower drag-line duct 80, bridge tower drag-line hole
Vertically interval is laid in 52 direction across bridge two sides of bridge tower in road 80, and suspension cable 71 of putting more energy into is laid in 51 two sides of border pier, both ends point in groups
Not with stiff girder 32,52 anchor connection of bridge tower.32 load of stiff girder reaches bridge tower 52 by suspension cable 71, and passes through border pier 51
It is reached on massif with skewback basis 40.
Referring to Fig. 2 and Fig. 3, as main arch construction button tower, main arch in 52 large-span arch bridge bridge span structure of the bridge tower construction
10 spanning main arch cantilever constructions anchor knotted rope dorsal funciculus 72, wherein remaining for installing suspension cable 71 of putting more energy into advance on the bridge tower 52
For installing the knotted rope dorsal funciculus duct 81 of knotted rope dorsal funciculus 72 in 10 work progress of bridge tower drag-line duct 80 and main arch, benefit is repeated
With, face combination forever, eliminate main arch construct interim steel construction button tower, substantially save project cost.
Referring to Fig.1, the present invention is especially suitable for using in the V-arrangement saw-cut of mountain area, structure is penetrating, and entire hillside is only arranged
Border pier, small to natural environment influence, overall structure economy is applicable in, is beautiful, perfect with periphery natural environment in high and steep mountains
Fusion is a kind of economic and practical combination bridge span structure with strong applicability.
Implement example:
The applicant successfully applies to the present invention in the design of Chongqing elder brother's high-speed rail Lip river Ze He grand bridge, Lip river Ze He grand bridge
For the type concrete arch bridge of main span 360m, bridge floor is apart from the nearly 225m in valley the lowest point, Bridge Design speed per hour 350km.
It avoids bridge pier is set on access bridge abrupt slope using short tower oblique pull of the invention combination arch bridge construction of putting more energy into, meet simultaneously
Bridge is laid with the safety and comfort requirement of non-fragment orbit and train high-speed cruising.The present invention is added by the way that short tower and oblique pull is arranged
On the one hand strength rope eliminates the bridge pier of access bridge, another aspect bridge tower can be used as main arch construction button tower, it is interim to eliminate construction
With button tower structure.The bridge pier and foundation structure cost that two sides are saved rope of putting more energy into substantially with increased bridge tower and oblique pull are suitable, then just
Step estimation, saves 1600 tons of tower steel of button, saves about 12,800,000 yuan of cost.And convenient construction, without access bridge of constructing on abrupt slope
Bridge pier and basis, and border pier pier top is eliminated temporarily with the installation of steel button tower and dismounting operation, pacify installation and dismantling in the high-altitude 200m
Except steel construction button tower task difficulty is big, risk is high, the present invention greatly reduces the difficulty and risk of construction, and saves cost,
The duration is saved.
A kind of the above short tower oblique pull of the present invention that only explains through diagrams is put more energy into some principles of combination arch bridge construction, and
It is non-be the present invention is confined to shown in and the specific structure and the scope of application in, therefore all phases that may be utilized
It should modify and equivalent, belong to the applied the scope of the patents of the present invention.
Claims (5)
1. a kind of short tower oblique pull is put more energy into, combination arch bridge is constructed, it is characterized in that: by large-span arch bridge bridge span structure and two sides border pier
(51) the rigid structure of T shape of putting more energy into of the short tower oblique pull at combines to be formed, and border pier (51) two sides girder span is increased in such a way that oblique pull is put more energy into
Across footpath, bridge main beam is from border pier (51) one across directly connecing abutment (60)；The short tower oblique pull rigid structure of T shape of putting more energy into includes bridge tower (52)
And cable-stayed system, bridge tower (52) is set on two sides border pier (51) pier top and consolidation is integrated therewith, cable-stayed system connection
Bridge tower (52), bridge main beam, with the common supporting bridge girder of main arch；The bridge main beam is continuous structure, thus large-span arch bridge
Bridge span structure and the short tower oblique pull in the two sides rigid structure of T shape of putting more energy into are formed together entire combination arch formation, are uniformly coordinated stress.
The combination arch bridge construction 2. a kind of short tower oblique pull as described in claim 1 is put more energy into, it is characterized in that；The large-span arch bridge spanning
Structure includes main arch (10) and on it along pier (20) on the spaced arch of bridge, encircles upper beam (31) by seat supports on arch
In the pier top of pier (20).
The combination arch bridge construction 3. a kind of short tower oblique pull as described in claim 1 is put more energy into, it is characterized in that: the short tower oblique pull is put more energy into
The rigid structure of T shape includes border pier (51), bridge tower (52), cable-stayed system and stiff girder (32), and bridge tower (52) is by two sides border pier (51)
Certain altitude is upwardly extended to be formed；Stiff girder (32) is set to main arch two sides and extends centainly along bridge to along border pier (51) two sides
Length is that continuous structure forms bridge main beam in main arch (10) side and arch upper beam (31), extends directly to abutment in access bridge side
(60)；Stiff girder (32) and border pier (51) consolidate the at T-shaped rigid structure of shape.
The combination arch bridge construction 4. a kind of short tower oblique pull as described in claim 1 is put more energy into, it is characterized in that: the bridge tower (52) is big
In the construction of across arch bridge bridge span structure as main arch (10) construction with knotted rope dorsal funciculus (72) anchoring with buckleing anchor tower.
The combination arch bridge construction 5. a kind of short tower oblique pull as claimed in claim 3 is put more energy into, it is characterized in that: the cable-stayed system includes
Be laid in the suspension cable of putting more energy into (71) of border pier (51) two sides in groups, suspension cable of putting more energy into (71) both ends respectively with stiff girder (32),
Bridge tower (52) anchor connection；Remain for installing the bridge tower drag-line duct for suspension cable (71) of putting more energy on the bridge tower (52) in advance respectively
(80) and in main arch (10) work progress it is used to install the knotted rope dorsal funciculus duct (81) of knotted rope dorsal funciculus (72).
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| CN201910194869.7A CN110016854A (en) | 2019-03-14 | 2019-03-14 | A kind of short tower oblique pull is put more energy into combination arch bridge construction |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335142A (en) * | 2020-03-31 | 2020-06-26 | 淮安市公路事业发展中心 | Self-anchored cable-stayed bowstring arch bridge |
| CN111535160A (en) * | 2020-05-20 | 2020-08-14 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel inverted arch combined type cableway bridge abutment |
| CN111764306A (en) * | 2020-07-20 | 2020-10-13 | 四川省公路规划勘察设计研究院有限公司 | Cantilever pouring arching control method for arranging buckling cable steering device on large-span main arch stand column |
| CN115130165A (en) * | 2022-02-25 | 2022-09-30 | 重庆交通大学 | Novel method for controlling horizontal deviation of temporary buckling tower of deck arch bridge by using thrust stiffness of approach bridge |
Citations (24)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR536858A (en) * | 1921-06-14 | 1922-05-11 | Construction process of reinforced concrete arches, without the use of formwork, hangers or scaffolding | |
| JPS54125838A (en) * | 1978-03-23 | 1979-09-29 | Toyo Giken Konsarutanto Kk | Hanging arch bridge |
| JPH07216820A (en) * | 1994-02-07 | 1995-08-15 | Mitsubishi Heavy Ind Ltd | Arched bridge |
| US20050097686A1 (en) * | 2003-11-12 | 2005-05-12 | Royer George R. | Bridge structure |
| CN200996127Y (en) * | 2006-08-17 | 2007-12-26 | 铁道第四勘察设计院 | Stayed-cable arched assembled bridge |
| CN101117790A (en) * | 2007-08-22 | 2008-02-06 | 中铁大桥局股份有限公司 | Closure method of large-span continuous steel truss arch |
| CN101451343A (en) * | 2008-12-29 | 2009-06-10 | 中铁二局股份有限公司 | Outward inclined steel box arch rib buckling and hanging system |
| KR20090112941A (en) * | 2008-04-25 | 2009-10-29 | 이근식 | Structure arrayed longitudinal direction to be supported transverse crossing member |
| CN201722594U (en) * | 2010-06-12 | 2011-01-26 | 中铁二院工程集团有限责任公司 | Extradosed railway cable-stayed bridge |
| CN202047349U (en) * | 2011-05-09 | 2011-11-23 | 中铁二院工程集团有限责任公司 | Long span railroad bridge structure |
| CN102418315A (en) * | 2011-09-30 | 2012-04-18 | 长沙理工大学 | Construction method for concrete-filled steel tube arched bridge with large low-buckle tower erection bridge width |
| CN102797218A (en) * | 2012-08-22 | 2012-11-28 | 中铁二院工程集团有限责任公司 | Large-span railway desk type concrete arch bridge structure |
| CN103572703A (en) * | 2013-10-08 | 2014-02-12 | 中铁十八局集团有限公司 | Construction method of outer wrapped concrete obliquely pulling and buckling and ring and section dividing combination method |
| RU2528311C1 (en) * | 2013-07-05 | 2014-09-10 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Тольяттинский государственный университет" (ТГУ) | Polysystemic truss |
| CN105926444A (en) * | 2016-04-22 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Concrete arch bridge arching method |
| CN205857002U (en) * | 2016-08-05 | 2017-01-04 | 林�建 | A kind of novel low-pylon cable-stayed bridge |
| WO2017014660A1 (en) * | 2015-07-21 | 2017-01-26 | Fonseca João | Structural system for arch bridges, with mobilization of external reactions through definitive ties |
| JP2017048613A (en) * | 2015-09-02 | 2017-03-09 | 三井住友建設株式会社 | Bridging method of arch bridge |
| CN107059594A (en) * | 2017-05-31 | 2017-08-18 | 同济大学 | A kind of oblique pull base-supporting suspension rod encircles co-operative system bridge |
| CN107268422A (en) * | 2017-05-31 | 2017-10-20 | 同济大学 | Across the self-anchored type suspension cable arched girder co-operative system bridge such as one kind |
| CN108374347A (en) * | 2018-04-12 | 2018-08-07 | 中铁上海工程局集团有限公司 | A kind of high-speed railway large span cable-carried arch bridge steel lagging jack buckling and hanging system construction method |
| CN109235285A (en) * | 2018-09-21 | 2019-01-18 | 中铁第四勘察设计院集团有限公司 | A kind of LONG-SPAN RAILWAY reinforced concrete arch bridge cantilever pouring system and construction method |
| CN208415073U (en) * | 2018-03-21 | 2019-01-22 | 重庆交通职业学院 | A kind of novel cable lifting arch bridge device |
| CN209891037U (en) * | 2019-03-14 | 2020-01-03 | 中铁二院工程集团有限责任公司 | Short tower cable-stayed stiffening combined arch bridge structure |
-
2019
- 2019-03-14 CN CN201910194869.7A patent/CN110016854A/en active Pending
Patent Citations (24)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR536858A (en) * | 1921-06-14 | 1922-05-11 | Construction process of reinforced concrete arches, without the use of formwork, hangers or scaffolding | |
| JPS54125838A (en) * | 1978-03-23 | 1979-09-29 | Toyo Giken Konsarutanto Kk | Hanging arch bridge |
| JPH07216820A (en) * | 1994-02-07 | 1995-08-15 | Mitsubishi Heavy Ind Ltd | Arched bridge |
| US20050097686A1 (en) * | 2003-11-12 | 2005-05-12 | Royer George R. | Bridge structure |
| CN200996127Y (en) * | 2006-08-17 | 2007-12-26 | 铁道第四勘察设计院 | Stayed-cable arched assembled bridge |
| CN101117790A (en) * | 2007-08-22 | 2008-02-06 | 中铁大桥局股份有限公司 | Closure method of large-span continuous steel truss arch |
| KR20090112941A (en) * | 2008-04-25 | 2009-10-29 | 이근식 | Structure arrayed longitudinal direction to be supported transverse crossing member |
| CN101451343A (en) * | 2008-12-29 | 2009-06-10 | 中铁二局股份有限公司 | Outward inclined steel box arch rib buckling and hanging system |
| CN201722594U (en) * | 2010-06-12 | 2011-01-26 | 中铁二院工程集团有限责任公司 | Extradosed railway cable-stayed bridge |
| CN202047349U (en) * | 2011-05-09 | 2011-11-23 | 中铁二院工程集团有限责任公司 | Long span railroad bridge structure |
| CN102418315A (en) * | 2011-09-30 | 2012-04-18 | 长沙理工大学 | Construction method for concrete-filled steel tube arched bridge with large low-buckle tower erection bridge width |
| CN102797218A (en) * | 2012-08-22 | 2012-11-28 | 中铁二院工程集团有限责任公司 | Large-span railway desk type concrete arch bridge structure |
| RU2528311C1 (en) * | 2013-07-05 | 2014-09-10 | Федеральное государственное бюджетное образовательное учреждение высшего профессионального образования "Тольяттинский государственный университет" (ТГУ) | Polysystemic truss |
| CN103572703A (en) * | 2013-10-08 | 2014-02-12 | 中铁十八局集团有限公司 | Construction method of outer wrapped concrete obliquely pulling and buckling and ring and section dividing combination method |
| WO2017014660A1 (en) * | 2015-07-21 | 2017-01-26 | Fonseca João | Structural system for arch bridges, with mobilization of external reactions through definitive ties |
| JP2017048613A (en) * | 2015-09-02 | 2017-03-09 | 三井住友建設株式会社 | Bridging method of arch bridge |
| CN105926444A (en) * | 2016-04-22 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Concrete arch bridge arching method |
| CN205857002U (en) * | 2016-08-05 | 2017-01-04 | 林�建 | A kind of novel low-pylon cable-stayed bridge |
| CN107059594A (en) * | 2017-05-31 | 2017-08-18 | 同济大学 | A kind of oblique pull base-supporting suspension rod encircles co-operative system bridge |
| CN107268422A (en) * | 2017-05-31 | 2017-10-20 | 同济大学 | Across the self-anchored type suspension cable arched girder co-operative system bridge such as one kind |
| CN208415073U (en) * | 2018-03-21 | 2019-01-22 | 重庆交通职业学院 | A kind of novel cable lifting arch bridge device |
| CN108374347A (en) * | 2018-04-12 | 2018-08-07 | 中铁上海工程局集团有限公司 | A kind of high-speed railway large span cable-carried arch bridge steel lagging jack buckling and hanging system construction method |
| CN109235285A (en) * | 2018-09-21 | 2019-01-18 | 中铁第四勘察设计院集团有限公司 | A kind of LONG-SPAN RAILWAY reinforced concrete arch bridge cantilever pouring system and construction method |
| CN209891037U (en) * | 2019-03-14 | 2020-01-03 | 中铁二院工程集团有限责任公司 | Short tower cable-stayed stiffening combined arch bridge structure |
Non-Patent Citations (11)
| Title |
|---|
| 刘迎春;薛素铎;上官兴;: "上承式拉索组合拱桥静力性能研究", 公路, no. 11, 25 November 2010 (2010-11-25) * |
| 吕建根;: "斜拉拱组合桥静力性能及参数分析", 仲恺农业技术学院学报, no. 03 * |
| 吕建根;王荣辉;: "斜拉拱组合桥与普通拱桥受力性能对比", 公路, no. 08, 25 August 2008 (2008-08-25) * |
| 康厚军;杨相展;卓斌;: "两座新型桥梁――斜拉拱桥的对比研究", 中外公路, no. 02, pages 84 - 88 * |
| 张哲;万其柏;: "斜拉桥与其他桥型的协作研究", 武汉理工大学学报(交通科学与工程版), no. 02 * |
| 彭敏;钟新谷;: "斜拉钢管混凝土拱桥的结构合理性研究", 科技创新导报, no. 35, 11 December 2007 (2007-12-11) * |
| 杨国静;陈列;谢海清;: "适用于拱桥扣挂施工的T(刚)构高墩结构设计", 桥梁建设, no. 02, 28 April 2018 (2018-04-28) * |
| 钱令希, 钟万勰, 林家浩, 胡云程: "关于斜拉桥结构型式的探讨―斜拉拱桥", 计算力学学报, no. 03 * |
| 陈冠桦;盛兴旺;: "大跨径斜拉拱桥动力特性研究", 贵州科学, no. 1, 15 May 2007 (2007-05-15) * |
| 陈德;: "斜拉拱组合桥结构分析", 湘潭大学自然科学学报, no. 03 * |
| 颜东煌;刘雪锋;田仲初;颜高亮;: "组合体系拱桥的发展与应用综述", 世界桥梁, no. 02 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335142A (en) * | 2020-03-31 | 2020-06-26 | 淮安市公路事业发展中心 | Self-anchored cable-stayed bowstring arch bridge |
| CN111535160A (en) * | 2020-05-20 | 2020-08-14 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel inverted arch combined type cableway bridge abutment |
| CN111764306A (en) * | 2020-07-20 | 2020-10-13 | 四川省公路规划勘察设计研究院有限公司 | Cantilever pouring arching control method for arranging buckling cable steering device on large-span main arch stand column |
| CN111764306B (en) * | 2020-07-20 | 2022-03-15 | 四川省公路规划勘察设计研究院有限公司 | Cantilever pouring arching control method for arranging buckling cable steering device on large-span main arch stand column |
| CN115130165A (en) * | 2022-02-25 | 2022-09-30 | 重庆交通大学 | Novel method for controlling horizontal deviation of temporary buckling tower of deck arch bridge by using thrust stiffness of approach bridge |
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