CN114197333A - Method for reinforcing overpass of existing operation railway - Google Patents
Method for reinforcing overpass of existing operation railway Download PDFInfo
- Publication number
- CN114197333A CN114197333A CN202111562709.7A CN202111562709A CN114197333A CN 114197333 A CN114197333 A CN 114197333A CN 202111562709 A CN202111562709 A CN 202111562709A CN 114197333 A CN114197333 A CN 114197333A
- Authority
- CN
- China
- Prior art keywords
- reinforcing
- foundation
- bridge
- overpass
- grouting
- 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.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 28
- 230000003014 reinforcing effect Effects 0.000 title claims description 70
- 239000002689 soil Substances 0.000 claims abstract description 34
- 239000002002 slurry Substances 0.000 claims abstract description 30
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 6
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 2
- 239000003469 silicate cement Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 26
- 230000002787 reinforcement Effects 0.000 abstract description 21
- 238000007569 slipcasting Methods 0.000 description 13
- 239000011398 Portland cement Substances 0.000 description 5
- 230000008901 benefit Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 238000004080 punching Methods 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 239000004927 clay Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C1/00—Design or layout of roads, e.g. for noise abatement, for gas absorption
- E01C1/04—Road crossings on different levels; Interconnections between roads on different levels
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/01—Flat foundations
- E02D27/02—Flat foundations without substantial excavation
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The application provides a reinforcement method of an existing operation railway overpass, soil in a reinforcement area is reinforced by first reinforcement slurry, a raft foundation connected with a bridge foundation is manufactured, a frame culvert is cast to support the bottom of the bridge, comprehensive reinforcement of the overpass is realized, the influence of disturbance deformation of a stratum on a railway line and the overpass when the shield penetrates through the railway overpass is eliminated, the normal operation of the railway line is not influenced, the construction period can be ensured, the application range of the reinforcement method is wide, the construction is simple, the cost is low, the safety is high, soil reinforcement measures and bridge foundation reinforcement measures can be reserved and fully utilized, old overpasses can be permanently reinforced, and the operation safety of subsequent railways and subway lines can be ensured.
Description
Technical Field
The application relates to the technical field of existing bridge reinforcement, in particular to a method for reinforcing an overpass of an existing operation railway.
Background
With the increase of urban population, the ground traffic can not completely meet the daily travel requirements of people, and the progress of subway construction is increasingly accelerated. In the process of urban subway construction, subway tunnel lines are generally laid along municipal arterial roads, wherein tunnel lines inevitably pass through urban railway main lines and operating railway overpasses. Since many overpasses are long-lived and even have suffered from diseases, most railway bridge foundations are independent shallow foundations, the bearing capacity is low, the overpasses are extremely sensitive to stratum deflection caused by shield construction, overlarge stratum deformation can induce instability of the railway bridge foundations, and further the irregularity of an overlying track is increased, so that the safety of railway passenger trains and freight trains is endangered. In the existing bridge reinforcing technology, speed limit and even interrupted operation of related line trains or permanent reconstruction of old railway overpasses are mostly needed during shield construction, which causes huge economic and social benefit loss, influences shield construction period and increases construction cost.
Therefore, when the shield constructs the overpass under the railway, the disturbance deformation of the stratum must be strictly controlled to ensure the safety of the operating railway trunk line, and in order to strengthen the construction safety guarantee, necessary reinforcement is carried out on the overpass to ensure that the construction period node is safely and quickly completed.
Disclosure of Invention
In view of the defects or shortcomings, the method aims to provide the method for reinforcing the existing railway overpass, the soil in the construction area is reinforced, the raft foundation connected with the bridge foundation is manufactured, the frame culvert is cast to support the bottom of the bridge, the overpass is comprehensively reinforced, the influence of disturbance deformation of the stratum on a railway route and the overpass during construction of the railway overpass under the shield is eliminated, the normal operation of the railway route is not influenced, the construction period can be guaranteed, and the reinforcing method is simple in construction and low in cost.
The application provides a reinforcing method of an existing operation railway overpass, the overpass comprises a bridge foundation located on a soil body and a bridge located on the bridge foundation, and the reinforcing method comprises the following steps:
determining a region to be reinforced of a soil body, wherein the reinforced region is positioned below the overpass, covers the bridge and the bridge foundation, and extends downwards to a gravel layer along the direction vertical to the ground;
presetting a reinforcing structure for reinforcing the soil body, wherein the reinforcing structure is a grouting pipeline arranged in the reinforcing area;
injecting a first reinforcing slurry along the grouting pipeline;
determining a raft foundation for reinforcing a bridge foundation, wherein the raft foundation is a plate type structure which is connected with the bridge foundation in a penetrating manner;
excavating the raft foundation pit downwards in the reinforcing area along the direction vertical to the ground, wherein the bridge foundation is positioned in the foundation pit;
binding raft foundation reinforcing steel bars in the foundation pit, wherein the raft foundation reinforcing steel bars are connected with the bridge foundation;
and pouring the raft foundation steel bars by using second reinforcing slurry.
According to an embodiment of the application, the reinforcement method further comprises the steps of:
presetting a frame culvert for reinforcing the bridge, wherein the frame culvert is positioned between the raft foundation and the bridge;
binding frame culvert reinforcing steel bars on the raft foundation;
pouring the frame culvert reinforcing steel bars by using the second reinforcing slurry;
and filling the space between the frame culvert and the bridge by using sleepers.
Specifically, the holes are punched on the overpass foundation and the steel bars are bound and connected with the raft foundation, so that the poured rear axle foundation is connected with the raft foundation.
According to an embodiment of the application, the grouting pipes comprise a first grouting pipe with an axis vertical to the ground and a second grouting pipe with an axis inclined to the ground; the first grouting pipeline is arranged in a quincunx shape; the bottom ends of the first grouting pipeline and the second grouting pipeline are positioned on a gravel layer of the soil body.
According to the embodiment of the application, the axial line distance between every two adjacent first grouting pipelines is 0.6-2 m; the included angle between the axis of the inclined grouting pipeline and the vertical line of the ground is more than or equal to 9 degrees.
According to the embodiment of the application, the second grouting pipeline is distributed on the periphery of the bridge foundation, and at least one layer of the second grouting pipeline is arranged in the included angle range. Specifically, within the range of the included angle, the included angles of the axes of the adjacent second grouting pipelines are equal.
According to the embodiment of the application, the first reinforcing slurry is prepared according to the volume ratio of cement slurry to water glass slurry of 1: 1; the cement slurry is prepared from the following components in a mass ratio of silicate cement to water of 1:1, preparation. Specifically, the portland cement is 42.5 # ordinary portland cement.
According to the embodiment of the application, the water glass modulus is 2.4-3.5, and the Baume degree is 30-40 °
According to an embodiment of the present application, the second reinforcement paste is C35 concrete.
According to the embodiment of the application, the space between the sleepers is filled with the dry and hard mortar. Specifically, the frame culvert is designed according to the culvert of the overpass, steel bars are bound and poured on a raft foundation, and sleepers and mortar can be filled into the space between the frame culvert and the bottom of the overpass when the strength of the frame reaches 100% (35MPa), so that the integral reinforcement and support of the overpass are realized, and the safety performance is enhanced.
According to the embodiment of the application, in the reinforcing area, along the overpass passing direction, the vertical distance between the axis of the first grouting hole pipeline on the outermost layer and the ground projection line of the edge of the bridge is more than or equal to 15 m.
In conclusion, the application discloses a method for reinforcing the overpass of the existing operation railway. The method has the advantages that the soil body in the construction range is reinforced by the first reinforcing slurry, the raft foundation connected with the bridge foundation is manufactured, the frame culvert is cast to support the bottom of the bridge, the overpass is reinforced, the influence of disturbance deformation of the stratum on the railway line and the overpass during construction of the shield under-passing railway overpass is eliminated, the normal operation of the railway line is not influenced, the construction period can be guaranteed, the application range of the reinforcing method is wide, the construction is simple, the cost is low, the safety is high, soil body reinforcing measures and overpass foundation reinforcing measures can be reserved and fully utilized, old overpasses can be permanently reinforced, and the operation safety of subsequent railways and subway lines can be guaranteed.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings.
Fig. 1 is a schematic structural diagram of an existing operational railway overpass according to an embodiment of the present application.
Fig. 2 is a partial plan view of a soil reinforcing structure according to an embodiment of the present invention.
Fig. 3 is a partial cross-sectional view of a soil reinforcing structure according to an embodiment of the present invention.
Fig. 4 shows a raft foundation and a frame culvert structure schematic diagram in an embodiment of the application.
In the figure: 1. a soil body; 2. a first base; 3. a bridge; 4. a second base; 5. a third basis; 6. a fourth basis; 7. a basic raft plate; 8. a first frame culvert; 9. a second frame culvert; 10. a third frame culvert; 11. crossties; 12. a gravel layer; 13. a first grouting pipe; 14. a second grouting pipe; 15 tunnels.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
As shown in fig. 1, the overpass is located on a soil body 1, and the soil body 1 is sequentially filled with miscellaneous fill, silty clay, medium sand and a gravel layer 12 from top to bottom; the overpass comprises a bridge 3, a bridge foundation and a culvert, wherein the bridge foundation comprises a first foundation 2, a second foundation 4, a third foundation 5 and a fourth foundation 6 which are independent foundations, the culvert comprises a first culvert, a second culvert and a third culvert, the first culvert and the second culvert have the same structure and size, and the reinforcing method comprises the following steps:
(1) reinforced soil body
And designing a soil body 1 reinforcing structure according to the environment of the soil body 1, the sizes of the bridge foundation and the bridge 3 and the position of the tunnel 15, and determining the reinforcing area of the soil body 1. Fig. 2 is a partial plan view of the soil mass 1 reinforcing structure, and fig. 3 is a partial sectional view of the soil mass 1 reinforcing structure. Consolidate regional the being located overpass below covers bridge 3 and bridge foundation to the direction downwardly extending along perpendicular ground reaches the gravel bed, 1 reinforced structure in the soil body is for setting up consolidate the slip casting pipeline in the region, the slip casting pipeline includes axis and the first slip casting pipeline 13 of ground vertically and the second slip casting pipeline 14 of axis and ground slope, first slip casting pipeline 13 with the diameter of second slip casting pipeline 14 is 50mm, first slip casting pipeline 13 is arranged and adjacent in the plum blossom shape the axis interval of first slip casting pipeline 13 is 1.1 ~ 1.3m, second slip casting pipeline 14 distributes bridge foundation is peripheral, first slip casting pipeline 13 with the bottom of second slip casting pipeline 14 is located the gravel bed 12 of soil body 1, the axis of first slip casting pipeline 13 is perpendicular with the ground, and is outmost the axis of second slip casting pipeline 14 is 9 with the contained angle of ground vertical line, and two layers of the second grouting pipelines 14 are uniformly distributed in the included angle range, namely, the included angles of the axes of the adjacent second grouting pipelines 14 are all 3 degrees in the included angle range.
Along the passing direction of the overpass, the vertical distance between the axis of the first grouting pipeline 13 at the outermost layer and the ground projection line of the edge of the bridge 3 is 16 m.
Preparing a first reinforcing slurry according to the volume ratio of the cement slurry to the water glass slurry of 1: 1; the cement slurry is prepared from Portland cement and water in a mass ratio of 1:1, preparing; the water glass modulus is 2.4-3.5, the Baume degree Be 30-40 degrees, and the portland cement is No. 42.5 ordinary portland cement.
Punching the first grouting pipeline 13 and the second grouting pipeline 14 in the soil body 1 reinforcing area by using punching equipment according to the soil body 1 reinforcing structure, then injecting the first reinforcing slurry into the first grouting pipeline 13 and the second grouting pipeline 14 to reinforce the soil body 1, wherein the grouting pressure is 0.4-0.8 MPa, the first reinforcing slurry is solidified for 28 days after grouting is finished, and the testing shows that the uniaxial unconfined compressive strength of the first reinforcing slurry is not less than 0.5MPa, so that the design requirement is met.
(2) Reinforced bridge foundation
The raft foundation 7 is designed according to the structure of the raft foundation 7 shown in fig. 4, the raft foundation 7 is a plate-type structure which is connected with the bridge foundation in a penetrating manner, the bridge foundation is connected with the raft foundation 7, the thickness of the raft foundation 7 is 1.1m, and the width of the raft foundation 7 is larger than that of the bridge foundation.
After the soil body 1 is solidified, when the unconfined compressive strength of the single shaft of the first reinforcing slurry is greater than or equal to 0.5MPa, foundation pits can be excavated according to the structure of the raft foundation 7, the foundation pits of the raft foundation 7 are excavated downwards in the reinforcing area along the direction vertical to the ground, and the bridge foundation is located in the foundation pits. Before the soil body 1 is reinforced by injecting the first reinforcing slurry, part of foundation pits can be excavated firstly, and then the first grouting pipeline 13 and the second grouting pipeline 14 are drilled to reinforce the soil body 1 according to the structure of the raft foundation 7, so that the use amount of the first reinforcing slurry can be saved, and the construction cost is reduced. After the foundation pit is excavated, performing reinforcement binding of the raft foundation 7 and erecting a formwork in the foundation pit, planting reinforcements on the bridge foundation and performing reinforcement binding connection with the raft foundation 7, and finally pouring the raft foundation 7 by adopting second reinforcement slurry C35 concrete, so as to realize reinforcement connection of the first foundation 2, the second foundation 4, the third foundation 5, the fourth foundation 6 and the raft foundation 7 after pouring.
(3) Reinforced bridge
According to the frame culvert structure shown in fig. 4, the frame culvert is positioned between the raft foundation 7 and the bridge 3, and the structure and the size of the first frame culvert 8 are designed according to the structure size and the pavement elevation of the first culvert, so that the bearing strength of the frame culvert is ensured, and the frame culvert can normally pass through a vehicle during tunnel construction.
After the solidification strength of the raft foundation 7 reaches 100%, performing frame culvert steel bar binding and formwork erection on the raft foundation 7 according to the structure and the size of the first frame culvert 8, then pouring second reinforcement slurry C35 concrete on the first frame culvert 8, and after the solidification strength of the first frame culvert 8 reaches 100%, filling sleepers 11 into the space between the first frame culvert 8 and the bottom of the bridge 3 according to the structure shown in figure 4, and filling the space between the sleepers 11 with dry and hard mortar, so that the integral reinforcement and support of the overpass are realized, and the safety performance is enhanced. Therefore, the road traffic can be prevented from being interrupted, and vehicles or pedestrians are guided to temporarily pass through the second culvert and the third culvert.
(4) And (5) repeatedly executing the step (3), and sequentially finishing the design and construction of the second frame culvert 9 and the third frame culvert 10 to finish the reinforcement of the whole overpass.
Preferably, in order to ensure the construction period, the first frame culvert 8, the second frame culvert 9 and the third frame culvert 10 may be designed and constructed simultaneously in the step (3), so as to complete the reinforcement of the whole overpass.
By combining the technical scheme, the application discloses a reinforcing method of an existing operational railway overpass, the soil body 1 in a construction area is reinforced by first reinforcing slurry, a raft foundation 7 connected with a bridge foundation is manufactured, and a frame culvert is cast to support the bottom of a bridge 3, so that the overpass is comprehensively reinforced, the influence of disturbance deformation of a stratum on a railway route and the overpass during construction of passing the railway overpass under a shield is eliminated, the normal operation of the railway route is not influenced, the construction period can be guaranteed, the application range of the reinforcing method is wide, the construction is simple, the cost is low, the safety is high, the soil body 1 reinforcing measures and the bridge foundation reinforcing measures can be fully utilized, old overpasses can be permanently reinforced, and the operation safety of subsequent railway and subway routes is guaranteed.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (10)
1. A method for reinforcing an existing operation railway overpass, wherein the overpass comprises a bridge foundation located on a soil body and a bridge located on the bridge foundation, is characterized by comprising the following steps:
determining a region to be reinforced of a soil body, wherein the reinforced region is positioned below the overpass, covers the bridge and the bridge foundation, and extends downwards to a gravel layer along the direction vertical to the ground;
presetting a reinforcing structure for reinforcing the soil body, wherein the reinforcing structure is a grouting pipeline arranged in the reinforcing area;
injecting a first reinforcing slurry along the grouting pipeline;
determining a raft foundation for reinforcing a bridge foundation, wherein the raft foundation is a plate type structure which is connected with the bridge foundation in a penetrating manner;
excavating the raft foundation pit downwards in the reinforcing area along the direction vertical to the ground, wherein the bridge foundation is positioned in the foundation pit;
binding raft foundation reinforcing steel bars in the foundation pit, wherein the raft foundation reinforcing steel bars are connected with the bridge foundation;
and pouring the raft foundation steel bars by using second reinforcing slurry.
2. The method for reinforcing the existing operational railway overpass, according to claim 1, further comprising the following steps:
presetting a frame culvert for reinforcing the bridge, wherein the frame culvert is positioned between the raft foundation and the bridge;
binding frame culvert reinforcing steel bars on the raft foundation;
pouring the frame culvert reinforcing steel bars by using the second reinforcing slurry;
and filling the space between the frame culvert and the bridge by using sleepers.
3. The method for reinforcing the existing operational railway overpass, according to claim 1, wherein the grouting pipes comprise a first grouting pipe with an axis vertical to the ground and a second grouting pipe with an axis inclined to the ground; the first grouting pipeline is arranged in a quincunx shape; the bottom ends of the first grouting pipeline and the second grouting pipeline are positioned on a gravel layer of the soil body.
4. The method for reinforcing the existing operation railway overpass, according to claim 3, is characterized in that the axial distance between the adjacent first grouting pipelines is 0.6-2 m; the included angle between the axis of the inclined grouting pipeline and the vertical line of the ground is more than or equal to 9 degrees.
5. The method for reinforcing the existing operational railway overpass, according to claim 4, wherein the second grouting pipes are distributed on the periphery of the bridge foundation, and at least one layer of the second grouting pipes is arranged within the included angle range.
6. The method for reinforcing the existing operational railway overpass, according to claim 1, is characterized in that the first reinforcing slurry is prepared according to the volume ratio of cement slurry to water glass slurry of 1: 1; the cement slurry is prepared from the following components in a mass ratio of silicate cement to water of 1:1, preparation.
7. The method for reinforcing the existing operational railway overpass, according to claim 6, is characterized in that the water glass modulus is 2.4-3.5, and the Baume degree is 30-40 °.
8. The method for reinforcing the existing operational railway overpass, according to claim 2, wherein the second reinforcing slurry is C35 concrete.
9. The method for reinforcing the existing operational railway overpass, according to claim 2, wherein the space between the sleepers is filled with dry and hard mortar.
10. The method for reinforcing the existing operational railway overpass, according to claim 3, is characterized in that in the reinforcing area, along the overpass passing direction, the vertical distance between the axis of the first grouting hole pipeline at the outermost layer and the ground projection line of the bridge edge is more than or equal to 15 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111562709.7A CN114197333A (en) | 2021-12-20 | 2021-12-20 | Method for reinforcing overpass of existing operation railway |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111562709.7A CN114197333A (en) | 2021-12-20 | 2021-12-20 | Method for reinforcing overpass of existing operation railway |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114197333A true CN114197333A (en) | 2022-03-18 |
Family
ID=80655540
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111562709.7A Pending CN114197333A (en) | 2021-12-20 | 2021-12-20 | Method for reinforcing overpass of existing operation railway |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114197333A (en) |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002348812A (en) * | 2001-05-24 | 2002-12-04 | Ttk Corp | Reinforcing structure for rc rigid frame elevated bridge |
| FR2979927A1 (en) * | 2011-09-13 | 2013-03-15 | Mustapha Aboulcaid | PROCESS FOR THE CONSTRUCTION OF WORKS, IN PARTICULAR PASSAGES UNDER RAILWAYS OR SIMILAR OPERATIONS |
| CN103850692A (en) * | 2014-04-04 | 2014-06-11 | 中铁二十五局集团轨道交通工程有限公司 | Shield construction protection method for annular flyover |
| CN103882854A (en) * | 2014-04-08 | 2014-06-25 | 中铁二十五局集团轨道交通工程有限公司 | Shield construction method for continuously passing through earth under railways and overpasses |
| JP2016196799A (en) * | 2015-04-02 | 2016-11-24 | 旭コンクリート工業株式会社 | Bridge reinforcement method |
| CN108193606A (en) * | 2017-12-30 | 2018-06-22 | 桂林理工大学 | A kind of means of defence of local scour near pier |
| CN111851276A (en) * | 2020-08-20 | 2020-10-30 | 长沙理工大学 | Pier enlarged foundation reinforcing structure and construction method thereof |
-
2021
- 2021-12-20 CN CN202111562709.7A patent/CN114197333A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002348812A (en) * | 2001-05-24 | 2002-12-04 | Ttk Corp | Reinforcing structure for rc rigid frame elevated bridge |
| FR2979927A1 (en) * | 2011-09-13 | 2013-03-15 | Mustapha Aboulcaid | PROCESS FOR THE CONSTRUCTION OF WORKS, IN PARTICULAR PASSAGES UNDER RAILWAYS OR SIMILAR OPERATIONS |
| CN103850692A (en) * | 2014-04-04 | 2014-06-11 | 中铁二十五局集团轨道交通工程有限公司 | Shield construction protection method for annular flyover |
| CN103882854A (en) * | 2014-04-08 | 2014-06-25 | 中铁二十五局集团轨道交通工程有限公司 | Shield construction method for continuously passing through earth under railways and overpasses |
| JP2016196799A (en) * | 2015-04-02 | 2016-11-24 | 旭コンクリート工業株式会社 | Bridge reinforcement method |
| CN108193606A (en) * | 2017-12-30 | 2018-06-22 | 桂林理工大学 | A kind of means of defence of local scour near pier |
| CN111851276A (en) * | 2020-08-20 | 2020-10-30 | 长沙理工大学 | Pier enlarged foundation reinforcing structure and construction method thereof |
Non-Patent Citations (6)
| Title |
|---|
| 张远航;: "公路旧桥的加固技术", 中国新技术新产品, no. 13, 10 July 2009 (2009-07-10) * |
| 杨涛;: "地铁盾构隧道长距离下穿高速、普速铁路多股道营业线施工技术", 建材与装饰, no. 08, 23 February 2018 (2018-02-23) * |
| 臧丹, 《成果与应用》, no. 2, 20 March 2014 (2014-03-20), pages 62 - 65 * |
| 臧丹: "砂卵石地层盾构穿越连续梁桥加固施工技术", 《成果与应用》, no. 2, 20 March 2014 (2014-03-20), pages 62 - 65 * |
| 郭茶发;: "地铁盾构近桩穿越病害桥梁施工技术", 福建建筑, no. 06, 1 June 2016 (2016-06-01) * |
| 高鹏飞;张锦凯;陈浩;马先坤;: "嵌套框架涵法加固钢筋混凝土盖板涵研究", 黑龙江交通科技, no. 02, 15 February 2017 (2017-02-15) * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US11952728B2 (en) | Road structure reconstructed from large-scale independent underground garage and construction method thereof | |
| CN206219897U (en) | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure | |
| CN106283950A (en) | Medium-and low-speed maglev traffic engineering two-wire embankment location pile foundation joist type support rail beam transition section structure | |
| CN208293630U (en) | A kind of structural system of the antiseismic liquefaction uplifting in subway station | |
| CN106283966A (en) | Medium-and low-speed maglev single line embankment location detached pier pillar support rail beam transition section structure | |
| CN106400615B (en) | Medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure | |
| CN114197333A (en) | Method for reinforcing overpass of existing operation railway | |
| CN206157485U (en) | Moderate -low speed magnetic levitation single line excavation location pile foundation combined type support rail roof beam transition section structure | |
| CN108505547A (en) | A kind of structural system and method for the antiseismic liquefaction uplifting in subway station | |
| CN111535078B (en) | End thorn area reinforcing structure and construction method | |
| CN106283957A (en) | Medium-and low-speed maglev two-wire excavation location pile foundation joist framing type support rail beam transition section structure | |
| CN206127741U (en) | Moderate -low speed magnetic levitation single line excavation location detached pier column type support rail roof beam transition section structure | |
| CN106283946B (en) | The compound framing type support rail beam transition section structure of medium-and low-speed maglev two-wire excavation location pile foundation | |
| CN206127757U (en) | Moderate -low speed magnetic levitation single line location detached pier column type support rail roof beam transition section structure that fills | |
| CN106283959B (en) | Medium-and low-speed maglev single line excavation location pile foundation joist type support rail beam transition section structure | |
| CN206219912U (en) | Medium-and low-speed maglev two-wire embankment location pile foundation joist framing type support rail beam transition section structure | |
| CN106283973B (en) | Medium-and low-speed maglev traffic engineering two-wire excavation location independence pier stud type support rail beam transition section structure | |
| CN206127758U (en) | Moderate -low speed magnetic levitation traffic engineering double -line excavation location detached pier column type support rail roof beam transition section structure | |
| CN206157481U (en) | Compound framing type support rail roof beam transition section structure of moderate -low speed magnetic levitation double -line excavation location pile foundation | |
| CN206127744U (en) | Moderate -low speed magnetic levitation single line excavation location supporting beam of pile foundation formula support rail roof beam transition section structure | |
| CN111350106A (en) | Railway track temporary supporting structure and construction method thereof | |
| CN206127743U (en) | Moderate -low speed magnetic levitation double -line excavation location supporting beam of pile foundation framing formula support rail roof beam transition section structure | |
| CN106436496B (en) | Medium-and low-speed maglev single line embankment location pile foundation combined type support rail beam transition section structure | |
| CN106283956B (en) | Medium-and low-speed maglev two-wire excavation location pile foundation combined type support rail beam transition section structure | |
| CN211947747U (en) | Double-hole prefabricated assembled concrete arch-shaped channel bridge |
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 |