CN113832829A - Beam-arch combined rigid frame bridge lower chord beam construction method - Google Patents
Beam-arch combined rigid frame bridge lower chord beam construction method Download PDFInfo
- Publication number
- CN113832829A CN113832829A CN202111195462.XA CN202111195462A CN113832829A CN 113832829 A CN113832829 A CN 113832829A CN 202111195462 A CN202111195462 A CN 202111195462A CN 113832829 A CN113832829 A CN 113832829A
- Authority
- CN
- China
- Prior art keywords
- lower chord
- section
- chord beam
- pouring
- concrete
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 38
- 239000004567 concrete Substances 0.000 claims abstract description 40
- 238000000034 method Methods 0.000 claims abstract description 17
- 238000005266 casting Methods 0.000 claims abstract description 4
- 239000000725 suspension Substances 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 238000005452 bending Methods 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 6
- 238000000465 moulding Methods 0.000 claims description 5
- 239000000835 fiber Substances 0.000 claims description 3
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000006467 substitution reaction Methods 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
- E01D4/00—Arch-type bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- 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 provides a construction method of a lower chord beam of a beam-arch combined rigid frame bridge, which comprises the following steps: the joint of the lower chord beam and the pier is cast and molded together with the pier through a bracket in the pouring process of the pier to obtain an X-0 section, and the bracket is installed through the X-0 section to obtain an X-1 section; obtaining an X-2 section along the X-1 section in a hanging basket suspension casting mode; repeating the operation to obtain sections X-3, X-4, X-5, X-6, X-7, X-8, X-9, X-10, X-11 and X-12, moving the hanging basket to the next section needing to be constructed, and continuing the concrete pouring construction of the next section; adding a locking wedge block between the X-12 section and the upper chord beam, and tightly combining the upper chord beam, the lower chord beam and the locking wedge block; and adopting a hanging basket to pour concrete at the joint section of the lower chord beam and the upper chord beam, and stretching the prestress. The invention solves the problem that the construction of hanging the lower chord beam construction hanging basket on the upper chord beam in the prior art is easy to damage the structure of the upper chord beam, and has the effects of avoiding the damage of the upper chord beam caused by the construction of the lower chord beam and improving the construction efficiency of the lower chord beam.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a method for constructing a lower chord beam of a beam-arch combined rigid frame bridge.
Background
The prestressed concrete continuous rigid frame bridge has the advantages of large spanning capacity, reasonable stress, smooth driving, construction guarantee, low maintenance cost and the like, and has strong adaptability to mountain areas with high and steep slopes and narrow construction sites. The main span of the continuous rigid frame bridge constructed in China exceeds 200m and is not less than 50, so that the continuous rigid frame bridge becomes the main bridge type of the large and middle span girder bridge in China.
The arched girder combined type continuous rigid frame bridge is a new modification on the conventional continuous rigid frame bridge, and the main idea is to hollow out a web plate at the root of a box girder to form an arched girder combined frame consisting of an upper chord box girder section and a lower chord arched box girder section. The arched beam combined frame and the solid web beam section form an upper structure of the arched beam combined type continuous rigid frame bridge. The arched beam combined continuous rigid frame bridge fully exerts the advantage of strong concrete bearing capacity of the lower chord arched beam section of the arched beam combined frame, reduces the effective span of the structure, and optimizes the stress state of the structure, thereby improving the spanning capacity.
In the prior art, when an arched girder combined type continuous rigid frame bridge lower chord girder is constructed, a construction hanging basket is usually hung on an upper chord girder, but for a large-span continuous rigid frame bridge, the length of the lower chord girder is longer, an included angle between the lower chord girder and the upper chord girder is smaller, a construction scheme that the hanging basket is hung on the upper chord girder does not have enough construction space, the upper chord girder does not have enough bearing capacity, the problems of cracking and downwarping are easily caused, and therefore the prior art needs to be improved.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a construction method of a lower chord beam of a beam-arch combined rigid frame bridge, which solves the problem that the upper chord beam structure is easy to damage when a lower chord beam construction hanging basket is hung on an upper chord beam in the prior art.
According to the embodiment of the invention, the construction method of the lower chord beam of the beam-arch combined rigid frame bridge comprises the following steps:
p1, pouring and molding a joint of the lower chord beam and the pier together with the pier through a bracket in the pouring process of the pier to obtain an X-0 section, and synchronously constructing the upper chord beam and the lower chord beam;
p2, after the strength of the X-0 section of concrete is achieved, installing a bracket through the X-0 section of concrete, and pouring and forming through the bracket to obtain an X-1 section;
p3, obtaining an X-2 section by a hanging basket suspension casting mode along the X-1 section, stretching a first pair of inhaul cables of the lower chord beam after the strength of the X-2 section of concrete is achieved, connecting the X-1 section with the bridge pier through the inhaul cables, and dismantling the bracket;
p4, repeating the operation of P3 to obtain X-3, X-4, X-5, X-6, X-7, X-8, X-9, X-10, X-11 and X-12 sections, correspondingly tensioning ten pairs of inhaul cables, slidably mounting the hanging basket on the lower chord beam, and moving the hanging basket to the next section needing to be constructed to continue the concrete pouring construction of the next section after the concrete of the construction section of the hanging basket reaches the strength;
p5. removing the hanging basket on the lower chord beam, adding a locking wedge block between the X-12 section and the upper chord beam, tensioning the vertical prestress beam, and tightly combining the upper chord beam, the lower chord beam and the locking wedge block to form a triangular stress structure in advance;
and P6, adopting a hanging basket to pour concrete at the joint section of the lower chord beam and the upper chord beam, and stretching the prestress.
Preferably, the upper bridge pier is connected with two lower chord beams in a mirror image manner, the two lower chord beams are synchronously and oppositely constructed, when the concrete of the pouring section of the lower chord beam reaches 90% of the designed strength of the C60 strength grade, the lower chord beam pouring section is connected with the inhaul cable to apply prestress, the installation of the inhaul cable lags behind one section of the pouring section of the lower chord beam, two ends of the inhaul cable are fixedly connected to the two pouring sections of the lower chord beams in mirror symmetry along the bridge pier, the middle part of the inhaul cable is fixed on the bridge pier, and the inhaul cable on the lower chord beam is detached according to the installation sequence of the inhaul cable after the lower chord beam, the upper chord beam and the locking wedge block are intersected to form a whole and the concrete reaches the strength.
Preferably, the cable prestressing comprises:
the tensioning method comprises the steps that longitudinal prestressed bundles of the lower chord beam pouring section are tensioned, the longitudinal prestressed bundles comprise top plate bundles, bottom plate bundles, web plate bundles and closure bundles which are respectively arranged on four side walls of a box beam formed by the lower chord beam pouring section, the tensioning modes are both two-end tensioning, the prestressed bundles are arranged in a vertical bending mode and a horizontal bending mode, and all bending modes adopt circular arc curves;
stretching a transverse prestressed beam at the lower chord beam pouring section by adopting a single-end stretching mode and a low-retraction steel strand prestressed anchoring system capable of secondary stretching;
tensioning a vertical prestressed beam of the lower chord beam pouring section; adopting a single-end tensioning mode, adopting a BM15-3 flat anchor at a tensioning end, and adopting a BP15-3 flat anchor at an anchoring end;
the prestressed beams are all steel strands with the diameter of 15.2mm, and the steel strands lag behind a pouring section of the lower chord beam.
Preferably, each section of the lower chord beam formed by the construction of the hanging basket is a box beam structure with the same size, the thickness of each pipe wall of the box beam structure is 0.6m, the length of the box beam is 5.0m, and the thickness of the wall of the lower chord beam at the intersection of the lower chord beam and the upper chord beam and the thickness of the wall of the lower chord beam at the intersection of the lower chord beam and the bridge pier are 0.8 m.
Preferably, steel fibers are added into the concrete poured at the junction of the lower chord beam and the upper chord beam and the X-0 section, and the mixing amount is 50kg/m3。
Preferably, after the construction of the lower chord beam is completed, the bottom edge line of the lower chord beam is changed along the rule of 2.2 times of parabola, and the origin of coordinates is the intersection point of the extension line of the bottom edge line of the lower chord and the edge of the bridge pier.
Compared with the prior art, the invention has the following beneficial effects:
the lower chord beam is constructed in sections, and concrete pouring of each section of the lower chord beam is realized through the hanging baskets which are slidably mounted on the lower chord beam, so that the construction efficiency is improved; after the concrete strength of the hanging basket pouring section meets the requirement, stress is applied through the stay cable, the structural strength of each section is ensured, and further the integral structural strength of the lower chord beam is ensured; the joint of the lower chord beam and the bridge pier is poured together by adopting the bracket, so that the stability of the bottom end of the lower chord beam is improved; and a locking wedge-shaped block is used between the joint parts of the lower chord beam and the upper chord beam, and the effective combination of the joint parts is ensured by applying vertical stress.
Drawings
Fig. 1 is a schematic structural diagram of an embodiment of the present invention.
In the above drawings: 1. a bridge pier; 2. a lower chord beam; 3. and an upper chord beam.
Detailed Description
The technical solution of the present invention is further explained with reference to the drawings and the embodiments.
As shown in fig. 1, in order to improve the construction efficiency of a lower chord beam 2, the embodiment of the invention provides a method for constructing a lower chord beam of a beam-arch combined rigid frame bridge, which comprises the following steps:
p1, pouring and molding a joint of the lower chord beam 2 and the pier 1 together with the pier 1 through a bracket in the pouring process of the pier 1 to obtain an X-0 section, and synchronously constructing the upper chord beam 3 and the lower chord beam 2;
p2, after the strength of the X-0 section of concrete is achieved, installing a bracket through the X-0 section of concrete, and pouring and forming through the bracket to obtain an X-1 section;
p3, obtaining an X-2 section by a hanging basket suspension casting mode along the X-1 section, stretching a first pair of inhaul cables of the lower chord beam after the strength of the X-2 section of concrete is achieved, connecting the X-1 section with the pier 1 by the inhaul cables, and dismantling the bracket;
p4, repeating the operation of P3 to obtain X-3, X-4, X-5, X-6, X-7, X-8, X-9, X-10, X-11 and X-12 sections, correspondingly tensioning ten pairs of inhaul cables, slidably mounting the hanging basket on the lower chord beam 2, and moving the hanging basket to the next section needing to be constructed to continue the concrete pouring construction of the next section after the concrete of the construction section of the hanging basket reaches the strength;
p5. removing the hanging basket on the lower chord beam 2, adding a locking wedge block between the X-12 section and the upper chord beam 3, tensioning the vertical prestress beam, and tightly combining the upper chord beam 3, the lower chord beam 2 and the locking wedge block to form a triangular stress structure in advance;
and P6, adopting a hanging basket to pour concrete at the joint section of the lower chord beam 2 and the upper chord beam 3, and stretching prestress.
The method comprises the steps of building a bracket, fixing a pouring template, pouring and molding an X-0 section and a pier together to form a whole, so that the structure is more stable, then continuing building the bracket, and pouring and molding an X-1 section, wherein before a hanging basket is installed, concrete of the X-0 and X-1 pouring sections meets the strength requirement, the hanging basket is installed on the X-0 and X-1 sections, the end part of the hanging basket extends out, and the template for pouring an X-2 section is installed at the end part of the hanging basket; after the concrete of the X-2 pouring section reaches a certain strength, the hanging basket is pushed forward, and concrete pouring construction is carried out on each section of the subsequent lower chord beam 2; after the concrete of the X-12 section reaches the strength, hanging basket pouring construction needs to be carried out on the intersection section of the lower chord beam 2 and the upper chord beam 3, at the moment, a hanging basket on the lower chord beam 2 is dismantled so as to install the locking wedge block between the X-12 section and the upper chord beam 3, vertical stress is applied between the upper chord beam 3 and the lower chord beam 2 at the locking wedge block through a guy cable, the tightness of the intersection section of the upper chord beam 3 and the lower chord beam 2 is improved, the concrete pouring section of the lower chord beam 2 is stressed by the guy cable in the construction process, the effectiveness of stress application is guaranteed, and the guy cable is fixed on the pier 1.
In the construction process of the lower chord beam 2, the stress is applied to the pouring section of the lower chord beam 2 in a mode that the upper image of the pier 1 is connected with two lower chord beams 2, the two lower chord beams 2 are synchronously and oppositely constructed to ensure the stress balance of the pier 1, when the concrete of the pouring section of the lower chord beam 2 reaches 90% of the designed strength of the C60 strength level, the pulling rope can be connected with the pouring section of the lower chord beam 2 to apply prestress, the installation of the pulling rope lags behind one section of the pouring section of the lower chord beam 2, when the concrete pouring construction of the X-2 section of the lower chord beam is carried out, the strength of the concrete of the X-1 section of the lower chord beam 2 reaches 90% of the designed strength of the C60 strength level, the stress is applied to the X-1 section through the pulling rope, the two ends of the pulling rope are fixedly connected to the pouring sections of the two lower chord beams 2 which are in mirror symmetry along the pier 1, fixing the middle part of the stay cable on the pier 1, and sequentially arranging the stay cables of all pouring sections on the lower chord beam 2; the arrangement purpose of the guy cables is auxiliary construction, the lower chord beam 2, the upper chord beam 3 and the locking wedge-shaped block are intersected to form a whole, and after the concrete reaches the strength, the guy cables on the lower chord beam 2 can be detached according to the installation sequence of the guy cables.
The arrangement mode of the inhaul cable comprises:
tensioning longitudinal prestressed bundles of a lower chord beam 2 pouring section, wherein the longitudinal prestressed bundles comprise a top plate bundle, a bottom plate bundle, a web plate bundle and a closure bundle which are respectively arranged on four side walls of a box girder formed by the lower chord beam 2 pouring section, the tensioning modes are both two-end tensioning, the prestressed bundles are arranged in a vertical bending mode and a horizontal bending mode, and all the bending modes adopt circular arc curves;
stretching a transverse prestressed beam at the pouring section of the lower chord beam 2, adopting a single-end stretching mode, and adopting a low-retraction steel strand prestressed anchoring system capable of secondary stretching;
tensioning a vertical prestressed beam at the pouring section of the lower chord beam 2; adopting a single-end tensioning mode, adopting a BM15-3 flat type anchor at the tensioning end, adopting a BP15-3 flat type anchor at the anchoring end, wherein the anchors are all the existing anchors;
the prestressed beams are all steel strands with the diameter of 15.2mm, and the steel strands lag behind a pouring section of the lower chord beam.
Each section of the lower chord beam formed by the hanging basket construction is a box beam structure with the same size, the wall thickness of each pipe of the box beam structure is 0.6m, the length of the box beam is 5.0m, and the wall thickness of the lower chord beam 2 at the intersection of the lower chord beam 2 and the upper chord beam 3 and the intersection of the lower chord beam 2 and the pier 1 is 0.8 m.
In order to enhance the crack resistance of concrete, steel fibers are added into the concrete poured at the junction of the lower chord beam 2 and the upper chord beam 3 and the section X-0, and the mixing amount is 50kg/m3。
And when the construction of the lower chord beam 2 is finished, the bottom edge line of the lower chord beam 2 is changed along the rule of 2.2 times of parabola, and the origin of coordinates is the intersection point of the extension line of the bottom edge line of the lower chord and the edge of the pier 1.
In the design stage, a lower chord cradle model is established through BIM software, and field construction simulation is carried out, so that the regular change of the bottom edge line of the lower chord beam 2 along 2.2 times of parabola is ensured, and the problem of linear quality of the lower chord beam 2 is avoided.
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 method for constructing a lower chord beam of a beam-arch combined rigid frame bridge is characterized by comprising the following steps: the construction method comprises the following steps:
p1, pouring and molding a joint of the lower chord beam and the pier together with the pier through a bracket in the pouring process of the pier to obtain an X-0 section, and synchronously constructing the upper chord beam and the lower chord beam;
p2, after the strength of the X-0 section of concrete is achieved, installing a bracket through the X-0 section of concrete, and pouring and forming through the bracket to obtain an X-1 section;
p3, obtaining an X-2 section by a hanging basket suspension casting mode along the X-1 section, stretching a first pair of inhaul cables of the lower chord beam after the strength of the X-2 section of concrete is achieved, connecting the X-1 section with the bridge pier through the inhaul cables, and dismantling the bracket;
p4, repeating the operation of P3 to obtain X-3, X-4, X-5, X-6, X-7, X-8, X-9, X-10, X-11 and X-12 sections, correspondingly tensioning ten pairs of inhaul cables, slidably mounting the hanging basket on the lower chord beam, and moving the hanging basket to the next section needing to be constructed to continue the concrete pouring construction of the next section after the concrete of the construction section of the hanging basket reaches the strength;
p5. removing the hanging basket on the lower chord beam, adding a locking wedge block between the X-12 section and the upper chord beam, tensioning the vertical prestress beam, and tightly combining the upper chord beam, the lower chord beam and the locking wedge block to form a triangular stress structure in advance;
and P6, adopting a hanging basket to pour concrete at the joint section of the lower chord beam and the upper chord beam, and stretching the prestress.
2. The method for constructing the lower chord beam of the beam-arch combined rigid frame bridge, according to claim 1, is characterized in that: the bridge pier is connected with two lower chord beams in a mirror image mode, the two lower chord beams are synchronously and oppositely constructed, when concrete in a pouring section of the lower chord beams reaches 90% of the designed strength of the C60 strength level, the lower chord beam pouring section is connected with the inhaul cable to apply prestress, the installation of the inhaul cable lags behind one section of the pouring section of the lower chord beams, two ends of the inhaul cable are fixedly connected to the two pouring sections of the lower chord beams in mirror image symmetry along the bridge pier, the middle of the inhaul cable is fixed on the bridge pier, the inhaul cable on the lower chord beams is detached according to the installation sequence of the inhaul cable after the lower chord beams, the upper chord beams and the locking wedge are crossed to form a whole, and the concrete reaches the strength.
3. The method for constructing the lower chord beam of the beam-arch combined rigid frame bridge, according to claim 2, is characterized in that: the cable prestressing force includes:
the tensioning method comprises the steps that longitudinal prestressed bundles of the lower chord beam pouring section are tensioned, the longitudinal prestressed bundles comprise top plate bundles, bottom plate bundles, web plate bundles and closure bundles which are respectively arranged on four side walls of a box beam formed by the lower chord beam pouring section, the tensioning modes are both two-end tensioning, the prestressed bundles are arranged in a vertical bending mode and a horizontal bending mode, and all bending modes adopt circular arc curves;
stretching a transverse prestressed beam at the lower chord beam pouring section by adopting a single-end stretching mode and a low-retraction steel strand prestressed anchoring system capable of secondary stretching;
tensioning a vertical prestressed beam of the lower chord beam pouring section; adopting a single-end tensioning mode, adopting a BM15-3 flat anchor at a tensioning end, and adopting a BP15-3 flat anchor at an anchoring end;
the prestressed beams are all steel strands with the diameter of 15.2mm, and the steel strands lag behind a pouring section of the lower chord beam.
4. The method for constructing the lower chord beam of the beam-arch combined rigid frame bridge, according to claim 1, is characterized in that: the lower chord beam is formed through the hanging basket construction, each section of the lower chord beam is of a box beam structure with the same size, the wall thickness of each pipe of each box beam structure is 0.6m, the length of each box beam is 5.0m, and the wall thickness of the lower chord beam at the intersection of the lower chord beam and the upper chord beam and the wall thickness of the lower chord beam at the intersection of the lower chord beam and the bridge pier are 0.8 m.
5. The method for constructing the lower chord beam of the beam-arch combined rigid frame bridge, according to claim 1, is characterized in that: steel fiber is added into the concrete poured at the intersection of the lower chord beam and the upper chord beam and the X-0 section, and the mixing amount is 50kg/m3。
6. The method for constructing the lower chord beam of the beam-arch combined rigid frame bridge, according to claim 1, is characterized in that: and after the lower chord beam is constructed, the bottom edge line of the lower chord beam is changed along the rule of 2.2 times of parabola, and the origin of coordinates is the intersection point of the extension line of the bottom edge line of the lower chord and the edge of the pier.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111195462.XA CN113832829A (en) | 2021-10-14 | 2021-10-14 | Beam-arch combined rigid frame bridge lower chord beam construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111195462.XA CN113832829A (en) | 2021-10-14 | 2021-10-14 | Beam-arch combined rigid frame bridge lower chord beam construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113832829A true CN113832829A (en) | 2021-12-24 |
Family
ID=78968932
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111195462.XA Pending CN113832829A (en) | 2021-10-14 | 2021-10-14 | Beam-arch combined rigid frame bridge lower chord beam construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113832829A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114197328A (en) * | 2022-01-27 | 2022-03-18 | 中国建筑第五工程局有限公司 | Construction method of triangular area structure of beam-arch composite bridge |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0959928A (en) * | 1995-08-17 | 1997-03-04 | Ohbayashi Corp | Further continuous construction method of bridge |
| CN106958206A (en) * | 2017-04-07 | 2017-07-18 | 中交第二公路勘察设计研究院有限公司 | Hybrid structure of arch and beam formula continuous rigid frame bridge bilayer bottom basket bilayer button hangs constructing device and method |
| CN106988229A (en) * | 2017-04-07 | 2017-07-28 | 中交第二公路勘察设计研究院有限公司 | A kind of hybrid structure of arch and beam continuous rigid frame bridge button hangs branch convolution constructing device and method |
| CN111335187A (en) * | 2020-03-25 | 2020-06-26 | 上海远通路桥工程有限公司 | Construction process for triangular area of open-web rigid frame bridge |
| CN112609595A (en) * | 2020-12-31 | 2021-04-06 | 中建隧道建设有限公司 | Construction method for closure section of beam-arch combined rigid frame bridge |
| CN112695646A (en) * | 2021-01-06 | 2021-04-23 | 中铁大桥局集团第六工程有限公司 | Triangular area construction method of open-web rigid frame bridge |
-
2021
- 2021-10-14 CN CN202111195462.XA patent/CN113832829A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0959928A (en) * | 1995-08-17 | 1997-03-04 | Ohbayashi Corp | Further continuous construction method of bridge |
| CN106958206A (en) * | 2017-04-07 | 2017-07-18 | 中交第二公路勘察设计研究院有限公司 | Hybrid structure of arch and beam formula continuous rigid frame bridge bilayer bottom basket bilayer button hangs constructing device and method |
| CN106988229A (en) * | 2017-04-07 | 2017-07-28 | 中交第二公路勘察设计研究院有限公司 | A kind of hybrid structure of arch and beam continuous rigid frame bridge button hangs branch convolution constructing device and method |
| CN111335187A (en) * | 2020-03-25 | 2020-06-26 | 上海远通路桥工程有限公司 | Construction process for triangular area of open-web rigid frame bridge |
| CN112609595A (en) * | 2020-12-31 | 2021-04-06 | 中建隧道建设有限公司 | Construction method for closure section of beam-arch combined rigid frame bridge |
| CN112695646A (en) * | 2021-01-06 | 2021-04-23 | 中铁大桥局集团第六工程有限公司 | Triangular area construction method of open-web rigid frame bridge |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114197328A (en) * | 2022-01-27 | 2022-03-18 | 中国建筑第五工程局有限公司 | Construction method of triangular area structure of beam-arch composite bridge |
| CN114197328B (en) * | 2022-01-27 | 2024-01-30 | 中国建筑第五工程局有限公司 | Construction method of triangular area structure of beam-arch combined bridge |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110804952B (en) | Suspension bridge beam prefabrication and assembly construction process | |
| CN103046463B (en) | Assembly type saddle-shell-shaped bottom plate continuous box girder bridge and construction method thereof | |
| CN103981812B (en) | Beam-end prestress tension process and continuous box girder structure | |
| CN111119071A (en) | Construction method for assembling precast concrete segment box girder | |
| CN113585075A (en) | Cast-in-place bridge deck formwork for steel-concrete composite beam | |
| CN104313994A (en) | Hybrid girder and extradossed cable-stayed bridge without back-cables | |
| CN113832829A (en) | Beam-arch combined rigid frame bridge lower chord beam construction method | |
| CN105088970A (en) | Construction method of corrugated steel web PC box girder cable-stayed bridge | |
| CN109137747B (en) | Elastic hanging bracket for large-span arch bridge girder construction | |
| CN110820566A (en) | Corrugated steel web part bearing type hanging basket suspension casting construction method | |
| CN112064519B (en) | Long platform guy cable hanging basket and main beam segment construction method | |
| CN106948263B (en) | A kind of cable-stayed bridge concrete pylon anchor tie plate | |
| CN211815595U (en) | Lower tower column tension and compression structure for cable tower | |
| CN107119582B (en) | T-shaped rigid frame bridge back tower cable-stayed reinforcing structure and construction method thereof | |
| CN104790299A (en) | Internal-span unsupported convenient construction support and method for bridge cast-in-place box beam | |
| CN204151663U (en) | A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge | |
| CN206800195U (en) | A kind of cable-stayed bridge concrete pylon anchor tie plate | |
| CN214737289U (en) | Mounting structure for assembled elevated road and bridge | |
| CN112962455B (en) | Cable-first-beam-second segment hoisting self-anchored suspension bridge construction method | |
| CN112227216B (en) | Triangular area cable buckling and sling combined construction method for steel diagonal bracing continuous rigid frame bridge | |
| CN107419670A (en) | Hybrid structure of arch and beam formula continuous rigid frame bridge winds up walking cradle construction device and method | |
| CN211472128U (en) | Continuity combination beam | |
| CN206693070U (en) | Hybrid structure of arch and beam formula continuous rigid frame bridge winds up walking cradle construction device | |
| CN113356018B (en) | Construction method of rigid-flexible combined pull rod structure for improving prestress effect of stay cable | |
| CN218762174U (en) | Supporting and mounting equipment for distributing machine in steel structure core barrel |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20211224 |
|
| RJ01 | Rejection of invention patent application after publication |