CN106948273B - T-structure closure pouring method for mountain high-pier long-span continuous rigid-structure bridge - Google Patents
T-structure closure pouring method for mountain high-pier long-span continuous rigid-structure bridge Download PDFInfo
- Publication number
- CN106948273B CN106948273B CN201710327304.2A CN201710327304A CN106948273B CN 106948273 B CN106948273 B CN 106948273B CN 201710327304 A CN201710327304 A CN 201710327304A CN 106948273 B CN106948273 B CN 106948273B
- Authority
- CN
- China
- Prior art keywords
- span
- closure
- weight
- pouring
- shaped structure
- 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.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a T-shaped structure closure pouring method of a high-pier large-span continuous rigid bridge in a mountainous area, which is characterized in that before T-shaped structure closure pouring, the cantilever ends of a T-shaped structure are loaded with pressure weights to enable the cantilever ends on two sides of a middle-span closure section of the T-shaped structure to generate larger longitudinal horizontal displacement towards the two side striding directions respectively so as to compensate the horizontal displacement generated by shrinkage creep and later-period integral temperature drop, the characteristics of the high-pier large span are combined, the adverse effects of concrete shrinkage, creep and temperature effect on the internal force and displacement of the continuous rigid bridge under the long-term loading effect are improved, the middle-span and middle-span downward deflection caused by the influence of the concrete shrinkage creep is avoided, the pressure weights can be obtained in situ, pushing is not needed, the method is simple and feasible, the construction is convenient, the primary side-span cast-in-place section and the closure section adopt hanging basket pouring to reach a support, the support engineering is reduced, after the middle-span closure, the, the construction is easy.
Description
Technical Field
The invention relates to a construction method of a continuous rigid frame bridge, in particular to a T-shaped frame closure pouring method of a high-pier long-span continuous rigid frame bridge in a mountainous area.
Background
A high-pier long-span continuous rigid frame bridge is a long-span prestressed rigid frame bridge. The bridge has the characteristics similar to the common rigid frame bridge in terms of stress, but has unique characteristics in terms of stress along with the increase of span and the increase of pier height. The high-pier large-span continuous rigid bridge in the mountainous area is usually cast in place by closure in a way of side span and mid span, and the cast-in-place section of the side span adopts a bracket or a bracket, so that the construction environment of the high-pier large-span in the mountainous area means large engineering quantity, large risk and great potential safety hazard, and the landing bracket and the bracket are not suitable to be adopted on the basis of environmental factors and structural factors such as insufficient strength of cliff or cylindrical pier or pier body, and the landing bracket or the bracket has large engineering quantity and large danger coefficient; the side span closure section adopts a hanging bracket and generally adopts a counterweight; for the mid-span closure construction, because concrete shrinkage, creep, temperature change and the like can generate certain additional internal force on the structure, particularly the sensitivity to temperature is higher, in the closure section construction process, the actual temperature and the design temperature during closure can have deviation, and the temperature difference can cause the beam body to generate displacement, so that the main pier generates horizontal deviation and generates secondary stress. Similarly, the shrinkage creep in the later period can also cause the beam body to generate vertical deflection, horizontal displacement and additional internal force, so that the deviation of the main pier is caused, the attractiveness of the bridge and the travelling comfort of the bridge are influenced, and meanwhile, the stress of the main pier is adversely influenced. Therefore, the mid-span usually adopts a jacking method to improve the stress condition of the closure section, and a jack is generally adopted for jacking. For a high pier long-span continuous rigid bridge, the magnitude of the jacking force is related to the horizontal displacement.
Disclosure of Invention
In view of the above, the present invention provides a T-frame closure casting method for a high-pier large-span continuous rigid frame bridge in a mountainous area, wherein a weight is reasonably set to cause a longitudinal horizontal displacement of a cantilever end of a midspan of the T-frame in a two-side span direction, so as to compensate a shrinkage creep and a horizontal displacement caused by a later-stage overall temperature drop, improve adverse effects on internal force and displacement of the continuous rigid frame bridge due to concrete shrinkage creep and temperature effect under a long-term load, and avoid a midspan downwarp due to the effect of the concrete shrinkage creep, and the method is simple, feasible, convenient to construct and high in safety.
The invention relates to a T-shaped structure closure pouring method for a mountain high pier large span continuous rigid bridge, which is characterized in that before T-shaped structure closure pouring, pressure is loaded on cantilever ends of a T structure to enable the cantilever ends on two sides of a middle span closure section of the T structure to generate larger longitudinal horizontal displacement towards the two side span directions respectively so as to compensate shrinkage creep and horizontal displacement generated by later integral temperature drop;
further, the weight enables the cantilever ends of the side span of the T structure to generate longitudinal horizontal displacement and vertical downward displacement along the direction of two banks, and enables the cantilever ends on two sides of the closure section of the middle span of the T structure to generate longitudinal horizontal displacement and vertical upward displacement along the direction of the side span respectively;
further, the weight is loaded on the cantilever end of the T-structure side span, and the cantilever ends of the T-structure side span and the T-structure mid span respectively form relative angular displacement along the transverse bridge direction under the action of the weight;
furthermore, the magnitude of the loaded weight needs to be checked and calculated through pier bearing capacity, and larger longitudinal horizontal displacement is generated by smaller weight;
further, after the mid-span casting closure of the T structure, the side span of the closure T structure is cast, and the loaded ballast weight is removed after the mid-span casting closure of the T structure;
further, the method comprises the following steps:
s1, after the construction of the T-shaped structure is completed, loading a weight on the cantilever end of the side span of the T-shaped structure to enable the cantilever end of the middle span of the T-shaped structure to generate larger longitudinal horizontal displacement towards the direction of the two side spans;
s2, loading a balance weight to cantilever ends at two sides of a longitudinal bridge of the mid-span closure section in the T structure;
s3, erecting a mid-span closure section template, binding common steel bars, installing a stiff framework of the T-structure mid-span closure section, welding and fixing the stiff framework to a cantilever end of a T-structure mid-span 2, and tensioning temporary steel bundles to a specified tonnage;
s4, pouring concrete of the mid-span closure section of the T-shaped structure, adjusting balance weights on two sides of the closure section while pouring, and unloading the weight of the health-preserving concrete when pouring is finished to the designed strength;
s5, tensioning the steel bundles at the midspan closure section of the T-shaped structure to a designed tonnage, anchoring and grouting, and removing the side span ballast weight of the T-shaped structure;
and S6, pouring the T-shaped structure side span closure section to the support by adopting a hanging basket.
The invention has the beneficial effects that: the T-shaped structure closure pouring method for the mountain high-pier large-span continuous rigid bridge is characterized in that the weight is reasonably arranged by combining the characteristics of the high-pier large span, so that the cantilever end of the middle span of the T-shaped structure generates larger longitudinal horizontal displacement towards the two side span directions, the horizontal displacement generated by shrinkage creep and later-period integral temperature drop is compensated, the adverse effects on the internal force and displacement of the continuous rigid bridge caused by concrete shrinkage, creep and temperature effect under the action of long-term load are improved, the mid-span down-deflection caused by the influence of the concrete shrinkage creep is avoided, the weight body can be obtained on site, pushing is not needed, the method is simple and feasible, the construction is convenient and high in safety, the primary side span cast-in-place section and the closure section are poured by using a hanging basket until a support is formed, the support engineering is reduced, and when the side span is cast in-place after the mid-span closure, the integral rigidity.
Drawings
The invention is further described below with reference to the following figures and examples:
FIG. 1 is a schematic diagram of a T structure of a mountain high pier large-span continuous rigid bridge loaded with a ballast weight;
FIG. 2 is a schematic diagram of a T structure of a mountain high pier large-span continuous rigid bridge loaded with a weight and a counterweight;
FIG. 3 is a schematic diagram of a mountain area high pier large span continuous rigid bridge after mid-span closure after removal of a weight and a counter weight;
fig. 4 is a structural schematic diagram of a mountain high pier large-span continuous rigid bridge after the mid span and the side span are finished.
Detailed Description
FIG. 1 is a schematic diagram of a T structure of a mountain high pier large-span continuous rigid bridge loaded with a ballast body; FIG. 2 is a schematic diagram of a T structure of a mountain high pier large-span continuous rigid bridge after loading a weight body and a counterweight body; FIG. 3 is a schematic diagram after the midspan closure of the mountain area high pier large-span continuous rigid bridge after the weight pressing body and the weight body are removed; fig. 4 is a structural schematic diagram of a mountain area high pier large span continuous rigid bridge after the mid span and the side span are completed, as shown in the figure: according to the T-structure closure pouring method for the mountain high-pier large-span continuous rigid-structure bridge, before T-structure closure pouring, pressure weight is loaded on cantilever ends of a T structure, so that the cantilever ends on two sides of a mid-span closure section of the T structure generate large longitudinal horizontal displacement towards two side span directions respectively, and the horizontal displacement generated by shrinkage creep and later-stage overall temperature drop is compensated; according to the characteristics of a high-pier large-span structure, the small-weight ballast 3 is combined to enable the cantilever end of the T structure to generate large horizontal displacement along the longitudinal bridge direction (longitudinal direction), so that the horizontal displacement generated by shrinkage creep and later-period overall temperature drop is compensated, the adverse effects on the internal force and displacement of the continuous rigid frame bridge caused by concrete shrinkage creep and temperature effect under the action of long-term load are improved, and mid-span down-warp caused by the influence of the concrete shrinkage creep is avoided. Compared with a pushing mode, the cantilever end of the middle span 2 of the T structure generates larger longitudinal horizontal displacement towards the two side span directions through the smaller-weight ballast body 3 so as to adapt to the construction environment of the T structure closure pouring of the high-pier large-span continuous rigid structure bridge in a mountainous area, the ballast load can be obtained locally, a steel protection barrel can be used for containing water, the steel protection barrel is lighter and can easily meet the ballast requirement and be controllable, the operability is high, water is used as the basic ballast, the loading and unloading of the weight are convenient and easy to control, and the ballast 3 can also adopt heavy objects such as sandbags, cement, steel bars and the like, so that the steel structure is simple and feasible, convenient to construct and high in safety.
In this embodiment, the ballast 3 causes the cantilever end of the T-structure span 1 to generate longitudinal horizontal displacement and vertical downward displacement along the two bank directions, and causes the cantilever ends at the two sides of the closure section of the T-structure span 2 to generate longitudinal horizontal displacement and vertical upward displacement along the span direction, respectively; the vertical upward displacement generated by the cantilever end of the T-structure side span 1 and the vertical upward displacement generated by the cantilever end of the T-structure midspan 2 are generated along with the longitudinal horizontal displacement generated by the ballast body 3, and are not the direct purpose of arranging the ballast body 3, and the direct purpose of arranging the ballast body 3 is to generate the longitudinal horizontal displacement.
In this embodiment, the ballast 3 is loaded on the cantilever end of the T-structure side span 1, and the cantilever ends of the T-structure side span 1 and the T-structure middle span 2 respectively form relative angular displacement along the transverse bridge direction under the action of the ballast; the magnitude of the loaded weight 3 is calculated by checking the bearing capacity of the pier, and a larger longitudinal horizontal displacement is generated by a smaller weight; the method can generate larger longitudinal horizontal displacement of the cantilever end of the high pier T structure through the smaller weight 3, the weight of the weight 3 is determined according to the longitudinal horizontal displacement and the main pier bearing capacity checking and loading is required, namely, under the action of the weight 3, the side span 1 of the T structure forms a certain angle with the T structure downwards before the weight 3 is arranged oppositely, and the middle span 2 of the T structure forms a certain angle with the T structure upwards before the weight 3 is arranged oppositely, as shown in figure 1.
In this embodiment, the closure T-structure side span 1 is poured after the closure is poured in the T-structure midspan 2, and the loaded ballast 3 is removed after the closure is poured in the T-structure midspan 2.
In this embodiment, the method includes the following steps:
s1, after the construction of the T-shaped structure is completed, loading a weight on the cantilever end of the side span of the T-shaped structure to enable the cantilever end of the middle span of the T-shaped structure to generate larger longitudinal horizontal displacement towards the direction of the two side spans;
s2, loading a balance weight to cantilever ends at two sides of a longitudinal bridge of the mid-span closure section in the T structure; the balance weight 4 is arranged according to the weight of the closure section; the mid-span counterweight 4 is arranged for preventing the concrete of the mid-span closure section from cracking
S3, erecting a mid-span closure section template, binding common steel bars, installing a T-structure mid-span closure section stiff framework 5, welding and fixing the T-structure mid-span closure section stiff framework to a cantilever end of a T-structure mid-span 2, and tensioning temporary steel bundles to a specified tonnage; the stiff skeleton 5 mainly prevents to close in the construction, prevents to produce the fracture because of the deformation, guarantees the wholeness of structure, and the guarantee construction goes on smoothly, generally with channel-section steel butt joint, welds the steel sheet in some positions and fixes, and generally anchor is partly in closing a section both sides cross-section, arranges that the position does not have muscle department about the cross-section generally, and a cross-section is general four. The temporary bundles are tensioned after the stiff frameworks 5 are welded to resist deformation caused by external factors, and due to the action of the external factors, when the closure segments need to bear pressure, the stiff frameworks 5 can bear the pressure, and when the closure segments need to bear tension, the stiff frameworks and the temporary prestressed bundles bear the tension together.
S4, pouring the concrete of the mid-span closure section of the T-shaped structure, adjusting the balance weights at two sides of the closure section while pouring (synchronously removing the balance weights during pouring the mid-span closure section), and when pouring is finished, keeping the health concrete to the designed strength and unloading partial pressure weight;
s5, tensioning the closure section steel beam of the middle span 2 of the T-shaped structure to a designed tonnage, anchoring and grouting, and removing the weight of the side span 1 of the T-shaped structure;
s6, carrying out closure pouring construction of the T-shaped side span 1, and pouring the primary side span cast-in-place section and the closure section to a support by adopting a hanging basket, so that the bracket engineering is reduced; and the bracket engineering is reduced, and after the mid-span closure, the overall rigidity is high and the deformation control is good when the side span is cast in situ.
Finally, the above embodiments are only for illustrating the technical solutions of the present invention and not for limiting, although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all of them should be covered in the claims of the present invention.
Claims (6)
1. A T-structure closure pouring method for a large-span continuous rigid bridge in a mountain area is characterized by comprising the following steps of: before T constructs the closure and pours, load the weight in the cantilever end of T structure first and make the cantilever end of T structure midspan closure section both sides produce great longitudinal horizontal displacement to both sides stride direction respectively so that the compensation shrinks slowly and slowly changes and the later stage whole temperature drop produces the horizontal displacement, then load the counter weight to the cantilever end of both sides in T structure midspan closure section longitudinal bridge.
2. The T-structure closure pouring method for the mountain high pier large-span continuous rigid-structure bridge according to claim 1, wherein the T-structure closure pouring method comprises the following steps: the weight enables the cantilever ends of the side span of the T structure to generate longitudinal horizontal displacement and vertical downward displacement along the direction of two banks, and enables the cantilever ends on two sides of the closure section of the middle span of the T structure to generate longitudinal horizontal displacement and vertical upward displacement along the direction of the side span respectively.
3. The T-structure closure pouring method for the mountain high pier large-span continuous rigid-structure bridge according to claim 2, wherein the T-structure closure pouring method comprises the following steps: the weight is loaded on the cantilever end of the T-structure side span, and the cantilever ends of the T-structure side span and the T-structure mid span respectively form relative angular displacement along the transverse bridge direction under the action of the weight.
4. The T-structure closure pouring method for the mountain high pier large-span continuous rigid-structure bridge according to claim 3, characterized by comprising the following steps: the magnitude of the loaded weight needs to be checked through pier bearing capacity and generates larger longitudinal horizontal displacement with smaller weight.
5. The T-structure closure pouring method for the mountain high pier large-span continuous rigid-structure bridge according to claim 4, wherein the T-structure closure pouring method comprises the following steps: and pouring the closure T-shaped structure side span after the closure is poured in the T-shaped structure midspan, and dismantling the loaded ballast after the closure is poured in the T-shaped structure midspan.
6. The T-structure closure pouring method for the mountain high pier large-span continuous rigid-structure bridge according to claim 5, wherein the T-structure closure pouring method comprises the following steps: the method comprises the following steps:
s1, after the construction of the T-shaped structure is completed, loading a weight on the cantilever end of the side span of the T-shaped structure to enable the cantilever end of the middle span of the T-shaped structure to generate larger longitudinal horizontal displacement towards the direction of the two side spans;
s2, loading a balance weight to cantilever ends at two sides of a longitudinal bridge of the mid-span closure section in the T structure;
s3, erecting a mid-span closure section template, binding common steel bars, installing a stiff framework of the T-structure mid-span closure section, welding and fixing the stiff framework to a mid-span cantilever end of the T-structure, and tensioning temporary steel bundles to a specified tonnage;
s4, pouring the concrete of the mid-span closure section of the T-shaped structure, adjusting the balance weights at two sides of the closure section while pouring, and when pouring is finished, keeping the strength of the concrete to the designed strength, and performing partial weight unloading;
s5, tensioning the steel bundles at the midspan closure section of the T-shaped structure to a designed tonnage, anchoring and grouting, and removing the side span ballast weight of the T-shaped structure;
and S6, pouring the T-shaped structure side span closure section to the support by adopting a hanging basket.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710327304.2A CN106948273B (en) | 2017-05-10 | 2017-05-10 | T-structure closure pouring method for mountain high-pier long-span continuous rigid-structure bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710327304.2A CN106948273B (en) | 2017-05-10 | 2017-05-10 | T-structure closure pouring method for mountain high-pier long-span continuous rigid-structure bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106948273A CN106948273A (en) | 2017-07-14 |
| CN106948273B true CN106948273B (en) | 2020-03-27 |
Family
ID=59478455
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710327304.2A Active CN106948273B (en) | 2017-05-10 | 2017-05-10 | T-structure closure pouring method for mountain high-pier long-span continuous rigid-structure bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106948273B (en) |
Families Citing this family (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107905123B (en) * | 2017-10-26 | 2019-03-26 | 中铁第四勘察设计院集团有限公司 | A kind of multi-joint continuous rigid frame end bay temporary T structure cantilever construction transforming methods of structural system |
| CN108385535B (en) * | 2018-04-02 | 2020-03-17 | 中冶建工集团有限公司 | Construction method for closure section of bridge rigid frame |
| CN108487068B (en) * | 2018-04-02 | 2020-03-13 | 中冶建工集团有限公司 | Method for dismantling rigid frame weight device of bridge |
| CN108487083B (en) * | 2018-04-02 | 2020-03-31 | 中冶建工集团有限公司 | Construction method for bridge abutment lap joint of bridge rigid frame |
| CN108385536B (en) * | 2018-04-02 | 2020-04-14 | 中冶建工集团有限公司 | Weight pressing method for folding rigid frame of bridge |
| CN108385534B (en) * | 2018-04-02 | 2020-04-14 | 中冶建工集团有限公司 | Installation method of weight device for folding rigid bridge frame |
| CN111287096A (en) * | 2020-04-03 | 2020-06-16 | 中国铁建大桥工程局集团有限公司 | Closure construction method for continuous rigid frame beam of lower-towing super large bridge |
| CN111287095A (en) * | 2020-04-03 | 2020-06-16 | 中国铁建大桥工程局集团有限公司 | Special construction method for main beam of lower-towing super-large bridge |
| CN112942125B (en) * | 2021-03-11 | 2022-09-27 | 中铁二院工程集团有限责任公司 | Bridge forming method for concrete tie beam with continuous structure of half-through arch bridge |
| CN115162138B (en) * | 2022-07-07 | 2024-05-14 | 中铁二院工程集团有限责任公司 | Continuous beam structure and construction method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004092078A (en) * | 2002-08-29 | 2004-03-25 | Nippon Ps:Kk | Structure and construction method for bridge |
| CN105040594A (en) * | 2015-07-19 | 2015-11-11 | 南宁市政工程集团有限公司 | Variable cross-section box girder bridge closure segment construction method |
| CN105088969A (en) * | 2015-09-09 | 2015-11-25 | 上海城建市政工程（集团）有限公司 | Closure method for multi-tower single-cable-plane cable-stayed bridge |
| CN106758871A (en) * | 2017-02-20 | 2017-05-31 | 湖南科技大学 | A kind of full cantilever construction prestressed concrete continuous rigid-framed bridge and its construction method |
-
2017
- 2017-05-10 CN CN201710327304.2A patent/CN106948273B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004092078A (en) * | 2002-08-29 | 2004-03-25 | Nippon Ps:Kk | Structure and construction method for bridge |
| CN105040594A (en) * | 2015-07-19 | 2015-11-11 | 南宁市政工程集团有限公司 | Variable cross-section box girder bridge closure segment construction method |
| CN105088969A (en) * | 2015-09-09 | 2015-11-25 | 上海城建市政工程（集团）有限公司 | Closure method for multi-tower single-cable-plane cable-stayed bridge |
| CN106758871A (en) * | 2017-02-20 | 2017-05-31 | 湖南科技大学 | A kind of full cantilever construction prestressed concrete continuous rigid-framed bridge and its construction method |
Non-Patent Citations (3)
| Title |
|---|
| 合拢段施工方案终;无;《https://wenku.baidu.com/view/7009d3116edb6f1aff001f3b.html?from=search》;20121118;第1-11页 * |
| 周乐.大跨径连续刚构桥中跨合拢施工技术研究.《路桥工程》.2014, * |
| 大跨径连续刚构桥中跨合拢施工技术研究;周乐;《路桥工程》;20141231;第240,378页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106948273A (en) | 2017-07-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106948273B (en) | T-structure closure pouring method for mountain high-pier long-span continuous rigid-structure bridge | |
| Khaleghi et al. | Accelerated bridge construction in Washington State: From research to practice. | |
| JP5945418B2 (en) | How to build a box girder bridge | |
| CN106894326B (en) | The construction method of assembled pretensioned prestressing corrugated steel web plate composite box girder | |
| CN108103926B (en) | Assembled hollow pier and its construction method based on end plate welding | |
| CN104452597B (en) | Pier prestressed cap beam with extra length Construction Supporting System in water | |
| CN107916617B (en) | A kind of spacial special-shaped oblique pull combined bridge of rapid construction three stride continuous and construction method | |
| KR100999019B1 (en) | Construction method using arch type hybrid girder | |
| CN106149572A (en) | A kind of beam bridge ruggedized construction and reinforcement means | |
| KR101096170B1 (en) | Method for constructing continuous filled steel tube girder bridge | |
| Itani et al. | Horizontally curved bridges | |
| KR101337185B1 (en) | Construction method of hybrid bridge reinforced with concrete filler and its structure thereof | |
| CN205242278U (en) | A triangle string basket method is hanged and is watered device for deck bridge construction | |
| CN104775363B (en) | The spelling method of upper king-post strut reinforcing bar sections | |
| CN207608824U (en) | Mountain area High-pier and long-span continuous frigid frame bridge T structures closure pouring structure assembly | |
| Grabow | Construction stage analysis of cable-stayed bridges | |
| CN203729211U (en) | Suspension type curved bridge panel cast-in-situ formwork | |
| CN109868753A (en) | Precast assembly pier consolidation structure and its construction method | |
| Hanswille | Composite bridges in Germany designed according to Eurocode 4-2 | |
| JP5049242B2 (en) | Prestress calculation method and concrete structure construction method | |
| KR101120163B1 (en) | Construction method for temporary bridge | |
| CN211113109U (en) | Rigid frame bridge structure | |
| Kasuga | Development of a new bridge construction method using suspension structures | |
| JP6089096B2 (en) | Method for suppressing twist of precast girder and method for joining precast girder | |
| CN214328490U (en) | Prefabricated pier adopting ultra-high performance concrete in complex stress area |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20200225 Address after: 400074 No. 66, Xuefu Avenue, Nan'an District, Chongqing Applicant after: chongqing jiaotong university Applicant after: the 2nd Engineering Co., Ltd. of China Railway 18th Bureau Group Co., Ltd. Applicant after: Guangxi River Expressway Co., Ltd. Address before: 400074 No. 66, Xuefu Avenue, Nan'an District, Chongqing Applicant before: chongqing jiaotong university |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |