CN201933419U - Arch bridge arch rib cast-in-situ bracket - Google Patents
Arch bridge arch rib cast-in-situ bracket Download PDFInfo
- Publication number
- CN201933419U CN201933419U CN2011200538834U CN201120053883U CN201933419U CN 201933419 U CN201933419 U CN 201933419U CN 2011200538834 U CN2011200538834 U CN 2011200538834U CN 201120053883 U CN201120053883 U CN 201120053883U CN 201933419 U CN201933419 U CN 201933419U
- Authority
- CN
- China
- Prior art keywords
- arch rib
- arched girder
- cap
- support
- steel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
- 238000011065 in-situ storage Methods 0.000 title abstract 3
- 238000010276 construction Methods 0.000 claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 77
- 239000010959 steel Substances 0.000 claims description 77
- 239000004567 concrete Substances 0.000 claims description 24
- 238000009434 installation Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 239000000126 substance Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 230000008901 benefit Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 3
- 235000015170 shellfish Nutrition 0.000 description 17
- 230000005489 elastic deformation Effects 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 4
- 244000035744 Hura crepitans Species 0.000 description 3
- 238000000465 moulding Methods 0.000 description 3
- 239000002023 wood Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 1
- 235000017491 Bambusa tulda Nutrition 0.000 description 1
- 241001330002 Bambuseae Species 0.000 description 1
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- OFCNXPDARWKPPY-UHFFFAOYSA-N allopurinol Chemical compound OC1=NC=NC2=C1C=NN2 OFCNXPDARWKPPY-UHFFFAOYSA-N 0.000 description 1
- 239000011425 bamboo Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses an arch bridge arch rib cast-in-situ bracket, which comprises a plurality of bracket units which are arranged below an arch bridge arch rib to be constructed in the axial direction of a bridge, and arched beams erected on the bracket units, wherein the structures of the bracket units are the same, and every two adjacent bracket units are connected by a truss, and each bracket unit comprises a bottom supporting system, a middle supporting system arranged on the bottom supporting system, and an upper supporting system supported between the middle supporting system and the arch bridge arch rib; the bottom supporting system comprises a bearing platform and drilled piles, and the middle supporting system comprises a plurality of vertical columns arranged on the bearing platform; and the upper supporting system comprises cap beams arranged at the tops of the vertical columns, and the cap beams are connected with the arched beams into a whole in a fastening way. The arch bridge arch rib cast-in-situ bracket has the advantages of reasonable structural design, high construction efficiency, simple and stable bearing structure and good use effect, and is convenient to construct; and the whole structure is a self-balance system, and the problems that the traditional arch rib bracket has a complicated bearing structure, a poor use effect and the like can be solved.
Description
Technical field
The utility model relates to a kind of arch rib construction and uses mounting system, especially relates to a kind of arch rib cast-in-place support.
Background technology
Actual the arch bridge of turning from the anchor deck type being carried out in the work progress, specifically is that arch rib is carried out the arch rib cast-in-place support all need being set as the cast-in-place support system of arch rib when cast-in-place.Nowadays, in arch rib cast-in-place support construction, the general traditional arch rib cast-in-place support systems such as combining structure that all adopt a full hall formula bowl button mounting system, form by falsework and full framing.
When adopting traditional mounting system to carry out practice of construction, there is following practical problem: the first,, need eliminate the support nonelastic deformation by precompressed because the nonelastic deformation of strutting system is big, thereby bigger along the precompressed difficulty on the arch rib curve; The second, in the arch rib work progress, because the various operating mode complexity in job site, and the force structure complexity of conventional stent system is unfavorable for the structural simulation force analysis, thereby in the arch rib work progress, the unsafe factor of the institute's rib structure of constructing existence is more; Three, because the level that produces in the arch rib construction is divided huge to power, and the conventional stent system can't overcome the level branch to power, thereby causes the rib structure horizontal movement bigger, and whole rib structure distortion increases, easily cause the arch springing position quality problems such as crack to occur, the construction safety risk factor is more.
The utility model content
Technical problem to be solved in the utility model is at above-mentioned deficiency of the prior art, a kind of arch rib cast-in-place support is provided, its reasonable in design, easy construction, efficiency of construction height and force structure simple and stable, result of use are good, overall structure is a self equilibrium systems, can effectively solve problems such as force structure complexity, result of use that existing arch rib support exists be relatively poor.
For solving the problems of the technologies described above, the technical solution adopted in the utility model is: a kind of arch rib cast-in-place support, it is characterized in that: comprise along bridge to being laid in a plurality of carrier units that need construction arch rib below and being erected on a plurality of described carrier units and arch rib is carried out the arched girder of integrated support, described arched girder along bridge to be laid in need the construction arch rib under; The overhead height of described carrier unit is consistent with the antenna height of its installation position place arched girder, and the structure of a plurality of described carrier units is all identical and all be vertically to laying, all connects by truss between adjacent two carrier units; Described carrier unit comprises the bottom support system, be laid in the middle part support system on the described bottom support system and be supported on upper support system between described middle part support system and the arch rib, the drilled pile that described bottom support system comprises cushion cap and is positioned at the cushion cap below and cushion cap is supported, described middle part support system comprises many vertical columns that are laid on the cushion cap, described upper support is the cap that is laid in many described vertical column tops, and described cap and arched girder are fastenedly connected and are one.
Above-mentioned a kind of arch rib cast-in-place support is characterized in that: described vertical column is the inner steel pipe post that is filled with concrete or fine sand, and described cap is the steel concrete cap.
Above-mentioned a kind of arch rib cast-in-place support is characterized in that: be embedded with many capital anchor bars in the described steel concrete cap, described capital anchor bar bottom anchor is at the steel pipe post top.
Above-mentioned a kind of arch rib cast-in-place support, it is characterized in that: the abnormally-structured beam of described steel concrete cap for forming by bottom support beam and top tie-beam, described top tie-beam is positioned at described bottom support beam top and the two and builds and be one, the superstructure of described bottom support beam is consistent with the polycrystalline substance of its installed position arched girder, and the superstructure of described top tie-beam is consistent with the top structure of its installed position arched girder; Described arched girder is that the boundary is divided into a plurality of arched girder sections with a plurality of carrier units, be embedded with the built-in connection that is used to connect adjacent two described arched girder sections in the tie-beam of described top, and a plurality of described arched girder sections and the described top tie-beam that is connected between adjacent two described arched girder sections are assemblied to form arched girder.
Above-mentioned a kind of arch rib cast-in-place support, it is characterized in that: described built-in connection is the two-layer connection steel band that is embedded in tie-beam top and the bottom, described top respectively, the left and right end portions of described connection steel band is all stretched out from described top tie-beam, and the left and right end portions of connection steel band is fastenedly connected with adjacent two the described arched girder sections that are positioned at tie-beam both sides, described top respectively.
Above-mentioned a kind of arch rib cast-in-place support is characterized in that: carry out support fixation by bearing between described bottom support beam and the described arched girder sections, and described bearing is fixedly mounted on described bottom support beam top.
Above-mentioned a kind of arch rib cast-in-place support, it is characterized in that: all be fastenedly connected by many connection steel pipes that connect steel pipe or from top to bottom lay between adjacent two steel pipe posts in the support system of described middle part, described connection steel pipe is level to laying.
Above-mentioned a kind of arch rib cast-in-place support is characterized in that: the described truss plane frame that many steel pipes are assemblied to form of serving as reasons.
Above-mentioned a kind of arch rib cast-in-place support is characterized in that: be installed with horizontal prestress steel twist wire harness in the described steel concrete cap, and be reserved with the duct that the flat prestress steel twist wire harness that supplies water passes in the described steel concrete cap.
Above-mentioned a kind of arch rib cast-in-place support is characterized in that: many described vertical columns in the support system of described middle part all along bridge to laying point-blank, and many described vertical columns all are even laying.
The utility model compared with prior art has the following advantages:
1, simple in structure, reasonable in design and construction sequence is simple, input cost is low.
2, install and dismantle easy, can repeat repeatedly to use.
3, result of use is good, and force structure is simple relatively, and nonelastic deformation is little, and elastic deformation can get by calculating, thereby can save the pre-pressing bracket operation.Simultaneously, the vertical and horizontal movement of integral support meets design requirement, and support can be offset the arch rib horizontal force from as self equilibrium systems.
4, the set concrete irregular structure cap in carrier unit bottom allows be subjected to the load at point load position can be directly passed to cap on the arch rib on the one hand, reduces the stressed situation of shellfish thunder beam truss; The reinforced concrete structure rigidity is bigger on the other hand, can reduce the distortion situation of entire bracket system.Simultaneously, on to cap, horizontal prestress system is set,, thereby reaches structure self balance, reduce the deflection of arch rib horizontal direction, increase the security reliability of rib structure in order to the horizontal component of balance arch rib.
5, because shellfish thunder beam truss generally all adopts the pin joint mode, reinforced concrete irregular structure cap is set after, can satisfy the lifting requirements of shellfish thunder beam truss.During practice of construction, the bottom support beam of the cap of at first constructing and mount type steel support, thereby treat can directly be shelved on after the shellfish thunder beam truss lifting on the cap on the mounted shaped steel bearing; Afterwards, after building top tie-beam and pre-buried connection steel band, treating that shellfish thunder beam truss is carried on a shoulder pole, earlier anchor slab and shellfish thunder beam connecting pin are carried out pin joint, then anchor slab (being the 16Mn steel band) is welded with the pre-buried steel band that is connected, reach the beam action of connection shellfish thunder; Build the top tie-beam of cap at last, and the frame sandbox that falls of the usefulness of turning is set at tie-beam top, top.Thereby abnormally-structured cap structure stress is clear and definite, simple in structure.Can conveniently carry out shellfish thunder beam truss safe and efficiently and install, the installation rate and the safety that have improved Bei Leiliang greatly, improvement effect is obvious.
6, comprehensive benefit is good and applicability is strong, can reduce the duration and the temporary works amount of rack construction as far as possible, reaches supporting facility and the main body purpose of construction synchronously.In addition, can satisfy the structure stress stability requirement, and can adapt to the needs that arch rib section changes, thereby can satisfy the multiple restriction of peripheral restraining factors.
In sum, the utility model reasonable in design, easy construction, efficiency of construction are high and can offset arch rib horizontal force, economical and practical, when reducing rack construction duration and temporary works amount, the rib structure distortion that can effectively solve existence when existing arch rib cast-in-place support is actual to be used is big, the construction safety risk factor is more, easily cause the arch springing position practical problems such as crack to occur.
Below by drawings and Examples, the technical solution of the utility model is described in further detail.
Description of drawings
Fig. 1 is a user mode reference diagram of the present utility model.
Fig. 2 is the structural representation of the utility model carrier unit top cap.
Description of reference numerals:
The 1-arch rib; The 2-plane frame; The 3-carrier unit;
The 3-1-cushion cap; The 3-2-drilled pile; The 3-3-cap;
The 3-4-steel pipe post; The 3-5-reinforced concrete upright column; 3-6-capital anchor bar;
The horizontal prestress wire 3-8-of 3-7-connects steel band; The 3-9-anchor slab;
Bundle;
3-10-shaped steel bearing; The 3-11-frame sandbox that falls; 3-12-supertronic structure;
The 4-arched girder; The 5-cushion cap.
The specific embodiment
As shown in Figure 1, the utility model comprises along bridge to being laid in a plurality of carrier units 3 that need construction arch rib 1 below and being erected on a plurality of described carrier units 3 and arch rib 1 is carried out the arched girder 4 of integrated support, described arched girder 4 along bridges to be laid in need construction arch rib 1 under.The overhead height of described carrier unit 3 is consistent with the antenna height of its installation position place arched girder 4, and the structure of a plurality of described carrier units 3 is all identical and all be vertically to laying, all connects by truss between adjacent two carrier units 3; Described carrier unit 3 comprise the bottom support system, be laid in the middle part support system on the described bottom support system and be supported on described middle part support system and arch rib 1 between the upper support system, the drilled pile 3-2 that described bottom support system comprises cushion cap 3-1 and is positioned at cushion cap 3-1 below and cushion cap 3-1 is supported, described middle part support system comprises many vertical columns that are laid on the cushion cap 3-1, described upper support is the cap 3-3 that is laid in many described vertical column tops, and described cap 3-3 and arched girder 4 are fastenedly connected and are one.In the present embodiment, the described truss plane frame 2 that many steel pipes are assemblied to form of serving as reasons, the left and right end portions of described plane frame 2 is separately fixed on adjacent two carrier units 3.
In the present embodiment, described vertical column is the inner steel pipe post 3-4 that is filled with concrete or fine sand, and described cap 3-3 is the steel concrete cap.
During practice of construction, when filling fine sand in the steel pipe post 3-4, be connected by reinforced concrete upright column 3-5 between steel pipe post 3-4 and the described steel concrete cap.In the present embodiment, be embedded with many capital anchor bar 3-6 in the described steel concrete cap, described capital anchor bar 3-6 bottom anchor is at steel pipe post 3-4 top.
In conjunction with Fig. 2, in the present embodiment, described steel concrete cap is the abnormally-structured beam of being made up of bottom support beam and top tie-beam, described top tie-beam is positioned at described bottom support beam top and the two and builds and be one, the superstructure of described bottom support beam is consistent with the polycrystalline substance of its installed position arched girder 4, and the superstructure of described top tie-beam is consistent with the top structure of its installed position arched girder 4.Described arched girder 4 is that the boundary is divided into a plurality of arched girder sections with a plurality of carrier units 3, be embedded with the built-in connection that is used to connect adjacent two described arched girder sections in the tie-beam of described top, and a plurality of described arched girder sections and the described top tie-beam that is connected between adjacent two described arched girder sections are assemblied to form arched girder 4.That is to say, the steel concrete cap is divided into bottom support beam that the arched girder sections is supported and the top tie-beam that is used for a plurality of arched girder sections are connected as one.
In the present embodiment, described built-in connection is the two-layer connection steel band 3-8 that is embedded in tie-beam top and the bottom, described top respectively, the left and right end portions of described connection steel band 3-8 is all stretched out from described top tie-beam, and the left and right end portions of connection steel band 3-8 is fastenedly connected with adjacent two the described arched girder sections that are positioned at tie-beam both sides, described top respectively.Described arched girder sections is for by shellfish thunder beam truss be laid on the described shellfish thunder beam truss and the supertronic structure 3-12 that camber line adjusts carried out on described shellfish thunder beam truss top form, and described supertronic structure 3-12 is assemblied to form continuously by the polylith shaped steel or the lumps of wood.The both ends of described arched girder 4 and arch rib all are supported and fixed on the cushion cap 5.
In the present embodiment, carry out support fixation by bearing between described bottom support beam and the described arched girder sections, and described bearing is fixedly mounted on described bottom support beam top.All be fastenedly connected by many connection steel pipe 3-13 that connect steel pipe 3-13 or from top to bottom lay between adjacent two steel pipe post 3-4 in the support system of described middle part, described connection steel pipe 3-13 is level to laying.During actual the laying, many described connection steel pipe 3-13 from top to bottom evenly lay.
Be installed with horizontal prestress steel twist wire harness 3-7 in the described steel concrete cap, and be reserved with the duct that the flat prestress steel twist wire harness 3-7 that supplies water passes in the described steel concrete cap.Be connected by anchor slab 3-9 between described connection steel band 3-8 and the described arched girder sections.Many described vertical columns in the support system of described middle part all along bridge to laying point-blank, and many described vertical columns all are even laying.In the present embodiment, described bearing is shaped steel bearing 3-10, and tie-beam top in described top is provided with frame sandbox 3-11, and the quantity of described drilled pile 3-2 is one or more.
To sum up, carrier unit 3 of the present utility model adopts drilled pile 3-2 to add the cushion cap basis, steel pipe is set on the cushion cap 3-1 supports (being steel pipe post 3-4); The capital of steel pipe post 3-4 is provided with the steel concrete cap, on the steel concrete cap built-in connection is installed, and shellfish thunder beam truss (being the arched girder sections) is installed on the built-in connection along the arch rib direction.The supertronic structure that the camber line adjustment of described arch rib 1 adopts the shaped steel or the lumps of wood by differing heights to combine is adjusted, and described regulating part is fixedlyed connected with Bei Leiliang (being described arched girder sections) with the U-shaped card.Thereby described arched girder sections top is equipped with the supertronic structure 3-12 that is assemblied to form by the shaped steel or the lumps of wood, and described supertronic structure 3-12 goes up and lays thick bamboo offset plate as the arch rib bed die that is used for the moulding arch rib.The Application in Pre-camber of whole arch rib support needs to consider elastic deformation, nonelastic deformation and each the node camber value that provides is provided that elastic deformation comprises the elastic deformation of pile foundation (being cushion cap 3-1), steel pipe post 3-4 and Bei Leiliang.
When reality is constructed to cap 3-3, lifting for ease of shellfish thunder beam truss, be used for the bar one-time colligation moulding of moulding cap 3-3, and concrete is built at twice: build for the first time the beam body portion (being described bottom support beam) that cap 3-3 supports shellfish thunder beam truss, and in described bottom support beam the built-in fitting of the pre-buried shaped steel bearing 3-10 that shellfish thunder beam truss is supported; Treat shellfish thunder beam truss is lifted to shaped steel bearing 3-10, and by anchor slab 3-9 with built-in connection pre-buried in shellfish thunder beam truss and the top tie-beam hinged after, more described top tie-beam is carried out the concreting second time.
The above; it only is preferred embodiment of the present utility model; be not that the utility model is imposed any restrictions; everyly any simple modification that above embodiment did, change and equivalent structure are changed, all still belong in the protection domain of technical solutions of the utility model according to the utility model technical spirit.
Claims (10)
1. arch rib cast-in-place support, it is characterized in that: comprise along bridge to being laid in a plurality of carrier units (3) that need construction arch rib (1) below and being erected at that a plurality of described carrier units (3) are gone up and arch rib (1) is carried out the arched girder (4) of integrated support, described arched girder (4) along bridge to be laid in the arch rib (1) that needs to construct under; The overhead height of described carrier unit (3) is consistent with the antenna height of its installation position place arched girder (4), the structure of a plurality of described carrier units (3) is all identical and all be vertically to laying, all connects by truss between adjacent two carrier units (3); Described carrier unit (3) comprises the bottom support system, be laid in the middle part support system on the described bottom support system and be supported on described middle part support system and arch rib (1) between the upper support system, the drilled pile (3-2) that described bottom support system comprises cushion cap (3-1) and is positioned at cushion cap (3-1) below and cushion cap (3-1) is supported, described middle part support system comprises many vertical columns that are laid on the cushion cap (3-1), described upper support is the cap (3-3) that is laid in many described vertical column tops, and described cap (3-3) is fastenedly connected with arched girder (4) and is one.
2. according to the described a kind of arch rib cast-in-place support of claim 1, it is characterized in that: described vertical column is the inner steel pipe post (3-4) that is filled with concrete or fine sand, and described cap (3-3) is the steel concrete cap.
3. according to the described a kind of arch rib cast-in-place support of claim 2, it is characterized in that: be embedded with many capital anchor bars (3-6) in the described steel concrete cap, described capital anchor bar (3-6) bottom anchor is at steel pipe post (3-4) top.
4. according to claim 2 or 3 described a kind of arch rib cast-in-place supports, it is characterized in that: the abnormally-structured beam of described steel concrete cap for forming by bottom support beam and top tie-beam, described top tie-beam is positioned at described bottom support beam top and the two and builds and be one, the superstructure of described bottom support beam is consistent with the polycrystalline substance of its installed position arched girder (4), and the superstructure of described top tie-beam is consistent with the top structure of its installed position arched girder (4); Described arched girder (4) is that the boundary is divided into a plurality of arched girder sections with a plurality of carrier units (3), be embedded with the built-in connection that is used to connect adjacent two described arched girder sections in the tie-beam of described top, and a plurality of described arched girder sections and the described top tie-beam that is connected between adjacent two described arched girder sections are assemblied to form arched girder (4).
5. according to the described a kind of arch rib cast-in-place support of claim 4, it is characterized in that: described built-in connection is the two-layer connection steel band (3-8) that is embedded in tie-beam top and the bottom, described top respectively, the left and right end portions of described connection steel band (3-8) is all stretched out from described top tie-beam, and the left and right end portions of connection steel band (3-8) is fastenedly connected with adjacent two the described arched girder sections that are positioned at tie-beam both sides, described top respectively.
6. according to the described a kind of arch rib cast-in-place support of claim 4, it is characterized in that: carry out support fixation by bearing between described bottom support beam and the described arched girder sections, and described bearing is fixedly mounted on described bottom support beam top.
7. according to claim 2 or 3 described a kind of arch rib cast-in-place supports, it is characterized in that: all be fastenedly connected by many connection steel pipes (3-13) that connect steel pipe (3-13) or from top to bottom lay between adjacent two steel pipe posts (3-4) in the support system of described middle part, described connection steel pipe (3-13) is level to laying.
8. according to claim 1,2 or 3 described a kind of arch rib cast-in-place supports, it is characterized in that: the described truss plane frame (2) that many steel pipes are assemblied to form of serving as reasons.
9. according to the described a kind of arch rib cast-in-place support of claim 5, it is characterized in that: be installed with horizontal prestress steel twist wire harness (3-7) in the described steel concrete cap, and be reserved with the duct that the flat prestress steel twist wire harness (3-7) that supplies water passes in the described steel concrete cap.
10. according to claim 1,2 or 3 described a kind of arch rib cast-in-place supports, it is characterized in that: many described vertical columns in the support system of described middle part all along bridge to laying point-blank, and many described vertical columns all are even laying.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200538834U CN201933419U (en) | 2011-03-03 | 2011-03-03 | Arch bridge arch rib cast-in-situ bracket |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200538834U CN201933419U (en) | 2011-03-03 | 2011-03-03 | Arch bridge arch rib cast-in-situ bracket |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201933419U true CN201933419U (en) | 2011-08-17 |
Family
ID=44444946
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011200538834U Expired - Lifetime CN201933419U (en) | 2011-03-03 | 2011-03-03 | Arch bridge arch rib cast-in-situ bracket |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201933419U (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102995553A (en) * | 2012-11-27 | 2013-03-27 | 胜利油田胜利工程建设（集团）有限责任公司 | Arch rib of reinforced concrete arch bridge and erection support and manufacture method of arch rib |
| CN104099871A (en) * | 2014-06-19 | 2014-10-15 | 中铁十一局集团第二工程有限公司 | Arching structure of high large-span bridge bailey beams and construction method thereof |
| CN104195956A (en) * | 2014-09-11 | 2014-12-10 | 中铁八局集团第一工程有限公司 | Scaffolding type water area continuous beam cast-in-situ supporting frame and erection method thereof |
| CN105297630A (en) * | 2015-10-10 | 2016-02-03 | 正平路桥建设股份有限公司 | Construction method for double-component steel tubes of main arch arcs |
| CN107245950A (en) * | 2017-06-22 | 2017-10-13 | 中铁十五局集团有限公司 | Bridge falling structure and bridge falling method with same |
| CN107858912A (en) * | 2017-11-07 | 2018-03-30 | 江苏燕宁建设工程有限公司 | Hyperbolic arch bridge bracket erection method and hyperbolic arch bridge bracket |
| CN108316479A (en) * | 2018-04-16 | 2018-07-24 | 中建二局第三建筑工程有限公司 | Truss arched door system and construction method thereof |
| CN110685224A (en) * | 2019-09-25 | 2020-01-14 | 中国五冶集团有限公司 | A cast-in-place concrete arch ring support device |
| CN110777663A (en) * | 2019-10-31 | 2020-02-11 | 中交路桥华南工程有限公司 | Curved surface support |
| CN116084262A (en) * | 2022-09-08 | 2023-05-09 | 中冶华天南京工程技术有限公司 | Folding section connecting structure for bridge decoration structure and construction method thereof |
| CN117328348A (en) * | 2023-09-14 | 2024-01-02 | 江苏中车城市发展有限公司 | Construction method of three-dimensional intersection of complex underground structure under construction on the upper span of railway basket arch bridge |
-
2011
- 2011-03-03 CN CN2011200538834U patent/CN201933419U/en not_active Expired - Lifetime
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102995553A (en) * | 2012-11-27 | 2013-03-27 | 胜利油田胜利工程建设（集团）有限责任公司 | Arch rib of reinforced concrete arch bridge and erection support and manufacture method of arch rib |
| CN104099871A (en) * | 2014-06-19 | 2014-10-15 | 中铁十一局集团第二工程有限公司 | Arching structure of high large-span bridge bailey beams and construction method thereof |
| CN104195956A (en) * | 2014-09-11 | 2014-12-10 | 中铁八局集团第一工程有限公司 | Scaffolding type water area continuous beam cast-in-situ supporting frame and erection method thereof |
| CN104195956B (en) * | 2014-09-11 | 2016-09-07 | 中铁八局集团第一工程有限公司 | Falsework formula waters continuous beam cast-in-place support and building method thereof |
| CN105297630A (en) * | 2015-10-10 | 2016-02-03 | 正平路桥建设股份有限公司 | Construction method for double-component steel tubes of main arch arcs |
| CN107245950A (en) * | 2017-06-22 | 2017-10-13 | 中铁十五局集团有限公司 | Bridge falling structure and bridge falling method with same |
| CN107858912A (en) * | 2017-11-07 | 2018-03-30 | 江苏燕宁建设工程有限公司 | Hyperbolic arch bridge bracket erection method and hyperbolic arch bridge bracket |
| CN108316479A (en) * | 2018-04-16 | 2018-07-24 | 中建二局第三建筑工程有限公司 | Truss arched door system and construction method thereof |
| CN108316479B (en) * | 2018-04-16 | 2023-10-27 | 中建二局第三建筑工程有限公司 | Truss arch system and construction method thereof |
| CN110685224A (en) * | 2019-09-25 | 2020-01-14 | 中国五冶集团有限公司 | A cast-in-place concrete arch ring support device |
| CN110777663A (en) * | 2019-10-31 | 2020-02-11 | 中交路桥华南工程有限公司 | Curved surface support |
| CN110777663B (en) * | 2019-10-31 | 2025-10-31 | 中交路桥华南工程有限公司 | Curved surface support |
| CN116084262A (en) * | 2022-09-08 | 2023-05-09 | 中冶华天南京工程技术有限公司 | Folding section connecting structure for bridge decoration structure and construction method thereof |
| CN117328348A (en) * | 2023-09-14 | 2024-01-02 | 江苏中车城市发展有限公司 | Construction method of three-dimensional intersection of complex underground structure under construction on the upper span of railway basket arch bridge |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN201933419U (en) | Arch bridge arch rib cast-in-situ bracket | |
| CN105568866B (en) | Across the large-span steel box beam push construction method of existing road | |
| CN103669224B (en) | Construction method and steel pipe support for middle arch tower of inclined arch tower double cable plane prestressed concrete cable-stayed bridge | |
| CN101824800B (en) | Method for construction of bridge cast-in-situ pre-stressed concrete continuous beam | |
| CN202509404U (en) | High-pier single-column capping beam framework construction support system | |
| CN103321151B (en) | Long span continuous box girder spanning existing railway stand construction method | |
| CN205443958U (en) | Composite truss support of big cantilever bent cap | |
| CN105568870B (en) | For the triangle hanging basket method cantilever device and its construction method of cross-line bridge construction | |
| CN203021923U (en) | Big cantilever bent cap steel truss construction platform | |
| CN205857032U (en) | The toughened internal stress Construction Support device that a kind of floor stand combines with shelf bracket | |
| CN215252356U (en) | Be used for cast-in-place case roof beam bailey staple bolt sectional shelf-unit structure of high | |
| CN103410102A (en) | H-shaped double column pier wide-bridge-surface cantilever temporary consolidation structure and construction method thereof | |
| CN102605717A (en) | Pier-top longitudinal support scaffolding method | |
| CN104532749A (en) | Support used for construction of upper beam of main tower of suspension bridge | |
| CN102535348A (en) | Method for tensioning stayed cables of hinged tower cable stayed bridge | |
| CN209816668U (en) | Superelevation cable tower entablature construction support | |
| CN104562944B (en) | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system | |
| CN107524096A (en) | A kind of continuous girders by suspension grouting 0# blocks cast-in-place support and erection method | |
| CN209456892U (en) | Cable-stayed bridge steel overhangs structure of sidewalk | |
| CN204385629U (en) | A kind of support for the construction of suspension bridge king-tower top rail | |
| CN209194354U (en) | High-altitude long-span binder base-supporting shellfish thunder support construction | |
| CN208039060U (en) | A kind of steel box arch rib bowstring arch bridge binder steel skeleton external wrapping concrete hangs die body system | |
| CN201981483U (en) | Reinforced concrete profiled cap beam for arch rib cast-in-place bracket | |
| CN208632968U (en) | Cast-in-place support for pier column 0# beam section | |
| CN207032062U (en) | Tower with suspended cable available for Large-span Steel Box Beam construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20110817 |
|
| CX01 | Expiry of patent term |