CN111472284A - Assembling method for cantilever of prefabricated segmental beam portal crane of urban viaduct - Google Patents
Assembling method for cantilever of prefabricated segmental beam portal crane of urban viaduct Download PDFInfo
- Publication number
- CN111472284A CN111472284A CN202010363184.3A CN202010363184A CN111472284A CN 111472284 A CN111472284 A CN 111472284A CN 202010363184 A CN202010363184 A CN 202010363184A CN 111472284 A CN111472284 A CN 111472284A
- Authority
- CN
- China
- Prior art keywords
- pier
- middle pier
- section
- segment
- section beam
- 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
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 relates to a cantilever assembling method of a prefabricated segmental beam portal crane of an urban viaduct, which comprises the following steps of S1: erecting temporary support frames at each middle pier and each side pier; s2: placing the middle pier first segment beam on a support frame at the middle pier by using hoisting equipment, adjusting the middle pier first segment beam in place, and fixing the middle pier first segment beam and a middle pier zero block; s3: symmetrically hoisting the second middle pier segment beam at the middle pier by using hoisting equipment, and stretching and fixing the second middle pier segment beam; s4: circularly and symmetrically hoisting a middle pier third section beam to a middle pier sixth section beam in sequence by using hoisting equipment; s5: placing the first section beam of the side pier on a support frame at the side pier by using hoisting equipment and adjusting the first section beam to the proper position; s6: hoisting the second-stage section beam to the sixth-stage section beam of the side pier to the support frame at the side pier in sequence by using hoisting equipment; s7: pouring a mid-span closure segment between the side pier and the middle pier; the invention saves a large amount of labor and time and shortens the construction period.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a cantilever assembling method of a prefabricated segmental beam portal crane of an urban viaduct.
Background
The prefabricated section beam is used as the future development direction of the urban bridge and has the advantages of excellent structural performance, good landscape effect, convenient transportation, small influence on traffic and environment during construction and the like. In recent years, the composite material is gradually applied to highway and track bridges, but is not applied to large-scale urban bridges, and the main limiting factors are as follows: (1) the wide section has large proportion, low standardization degree and high difficulty; (2) the viaduct has an upper and lower double-layer traffic function; (3) the plane line shape is complex, the radius is small, and the height is ultrahigh; (4) the construction conditions are harsh.
When the prefabricated segmental girders are assembled, the steel support is correspondingly placed below each section of the prefabricated segmental girders before the prefabricated segmental girders are hoisted, the steel support is fixedly provided with an adjusting structure, the prefabricated segmental girders are hoisted to the steel support through the hoisting structure, the prefabricated segmental girders are accurately adjusted through the adjusting structure, and the prefabricated segmental girders are fixed after adjustment is finished, so that the bridge is assembled. However, before the prefabricated section beams are hoisted, the corresponding steel support bottom prefabricated section beams are arranged below each section of prefabricated section beams for temporary support, so that the space below the bridge is occupied in construction, the steel supports are required to be preset before the prefabricated section beams are hoisted, the steel supports are required to be detached after the bridge is erected, more steel supports are required to be prepared in the process, the waste of construction equipment is caused, a large amount of labor is wasted, and the construction period is prolonged.
Disclosure of Invention
In view of the above, the invention aims to provide a method for assembling a cantilever of a prefabricated segmental beam portal crane of an urban viaduct, so as to solve the problems of construction equipment waste, labor waste and long construction period in the assembling process of the prefabricated segmental beam.
In order to achieve the purpose, the invention discloses a cantilever assembling method of a prefabricated segmental beam portal crane of an urban viaduct, which adopts the following technical scheme:
the assembling method of the cantilever of the prefabricated segmental beam portal crane of the urban viaduct comprises the following steps:
s1: temporary support frames are erected at the middle piers and the side piers, and adjusting devices are fixedly arranged on the support frames;
s2: placing the middle pier first segment beam on a support frame at the middle pier by using hoisting equipment, adjusting the middle pier first segment beam in place, and fixing the middle pier first segment beam and a middle pier zero block;
s3: symmetrically hoisting the second middle pier segment beam at the middle pier by using hoisting equipment, and stretching and fixing the second middle pier segment beam;
s4: circularly and symmetrically hoisting a middle pier third section beam to a middle pier sixth section beam in sequence by using hoisting equipment, and sequentially performing tensioning and fixing;
s5: placing the first section beam of the side pier on a support frame at the side pier by using hoisting equipment, adjusting the first section beam of the side pier to be in place, and fixing the first section beam of the side pier and the zero block of the side pier;
s6: hoisting the second-stage section beam to the sixth-stage section beam of the side pier to the support frame at the side pier in sequence by using hoisting equipment, and performing tensioning and fixing after the side pier is placed and adjusted in place;
s7: and pouring the mid-span closure segment of the side pier and the middle pier, and performing tensioning grouting of the integrated bridge after the strength meets the requirement.
The beneficial technical effects are as follows: according to the invention, when the second-section beam of the middle pier is fixed to the sixth-section beam of the middle pier, no support frame is arranged below the second-section beam of the middle pier, so that a large amount of space is vacated below the bridge in the construction process, and a large amount of support frames are not required to be arranged in the construction process, so that workers are prevented from carrying the support frames back and forth, a large amount of labor is saved, a large amount of time is saved, and the construction period is shortened.
Furthermore, the support frame of well mound department sets up for well mound symmetry, and the support frame of well mound department is used for supporting No. one section of roof beam of well mound, the support frame setting of side mound department is in the one side of mound in the orientation of side mound, and the support frame of side mound department is used for supporting No. one section of roof beam of side mound to No. six section of roof beams of side mound.
Has the advantages that: the supporting frame is arranged below the first middle pier segment beam, so that the first middle pier segment beam can be conveniently adjusted, and the requirements of accurate adjustment and high installation accuracy of the first middle pier segment beam are met. The support frame is arranged below the first section beam of the side pier and the sixth section beam of the side pier, so that the support adjustment of the first section beam of the side pier and the sixth section beam of the side pier can be realized, and the problem that the side pier is asymmetric in stress due to the fact that the section beam is only fixed towards one side of the middle pier is avoided.
In the second step, after the first section beam of the middle pier is adjusted in place relative to the zero block of the middle pier, the vertical beam is used for fixedly connecting the zero block of the middle pier and the first section beam of the middle pier.
Has the advantages that: the fixed connection between the middle pier first segment beam and the middle pier zero block is met.
Furthermore, after the middle pier zero-number block and the middle pier first-number block are locked, pouring wet joints between the middle pier first-number block and the middle pier zero-number block, and tensioning the steel bundle prestress after the wet joint concrete reaches 90% strength.
Has the advantages that: the connection strength between the middle pier zero-number block and the middle pier first-number section beam is ensured.
And cantilever hoisting is carried out from the second section beam of the middle pier to the sixth section beam of the middle pier on two sides of the middle pier.
Has the advantages that: the tensioning and fixing of the second-stage beam to the sixth-stage beam of the middle pier are accelerated.
And tensioning corresponding roof prestressed steel bundles after hoisting the second section beam of the side pier to the sixth section beam of the side pier.
Has the advantages that: the tensioning fixation between the second-stage section beam of the side pier and the sixth-stage section beam of the side pier is met.
Further, a finish-rolled deformed steel bar is used to apply a temporary prestress.
Has the advantages that: the tension fixing strength of the side pier segment beam is ensured.
Further, after the prestress tensioning is finished, pore canal grouting is carried out.
Has the advantages that: further ensuring the tension fixing strength of the side pier segment beam.
The closure section is constructed by adopting a suspended formwork cast-in-place construction, and the temporary locking system is applied by adopting an I-shaped steel framework.
Has the advantages that: the I-shaped steel strength type framework can ensure that the closure section has certain structural strength after pouring.
Further, after the concrete pouring of the closure section is finished, the penetrating work of the full-length bundle of prestressed steel strands is carried out; after the beam penetration is finished, when the concrete strength reaches more than 90% of a design value, tensioning and grouting work of the full-length beam prestress is carried out; and after tensioning and grouting are finished, removing the temporary support system, finishing system conversion and finishing integral construction.
Has the advantages that: the folding section is guaranteed to have strong structural strength.
Drawings
FIG. 1 is a schematic diagram of a temporary support frame built by the method for assembling the prefabricated segment box girder gantry crane of the urban viaduct;
FIG. 2 is a schematic diagram of a section beam for placing a middle pier I in the assembling method of the urban viaduct prefabricated section box beam portal crane;
FIGS. 3-4 are schematic diagrams of symmetrically hoisting a second-stage girder to a sixth-stage girder of a middle pier according to the assembling method of the urban viaduct prefabricated section box girder gantry crane;
FIG. 5 is a schematic view of a segment girder of a hoisting side pier I of the assembling method of the urban viaduct prefabricated segment box girder gantry crane of the invention;
FIG. 6 is a schematic diagram of hoisting a side pier second segment beam to a side pier sixth segment beam according to the method for assembling the urban viaduct prefabricated segment box beam portal crane;
FIG. 7 is a schematic diagram of pouring side piers and mid-span closure segments of middle piers in the assembling method of the urban viaduct prefabricated segment box girder gantry crane of the invention;
FIG. 8 is a schematic structural diagram of a wet joint between a middle pier zero-number block and a middle pier first-number section beam of the assembling method of the urban viaduct prefabricated section box beam portal crane.
Reference numerals: 1-middle pier; 2-side pier; 3-a middle pier supporting frame; 4-side pier supporting frames; 5-gantry crane; 6-middle pier first segment beam; 7-mid-span closure segment; 8-middle pier zero block; 9-double splicing I-shaped steel.
Detailed Description
The following describes in detail a specific embodiment of the method for assembling a cantilever of a prefabricated segmental beam portal crane for an urban viaduct according to the present invention with reference to the accompanying drawings and specific embodiments:
the method is suitable for the erection construction of the prefabricated segmental girder erection of the large-scale urban viaduct with flat construction site (being convenient for manufacturing a gantry crane track foundation) and better ground traffic conditions.
The principle of the cantilever assembling method of the prefabricated segmental beam portal crane of the urban viaduct is as follows: the method comprises the steps of longitudinally dividing the upper structure of the bridge into a plurality of standard sections, prefabricating the standard sections by a stub matching method in a factory, transporting the standard sections to the site by a beam transporting vehicle, symmetrically erecting the section beam at the middle pier 1 by using a gantry crane, erecting the side pier supporting frame 4 by using a steel pipe column supporting system, applying a top plate prestressed steel strand in the erecting process, then pouring closure section concrete, tensioning a longitudinal through steel strand and grouting, finally pouring a post-pouring zone, finishing system conversion, and finishing integral construction.
Construction preparation:
(1) and rechecking a construction measurement control net: and in the construction period of the suspended assembly and hoisting of the precast beam, retesting the all-line control points to ensure the control and measurement precision.
(2) And hoisting equipment: in this embodiment, the hoisting device uses a gantry crane 5 with a hoisting load of 120 tons, and each operation point is equipped with one set (2) of gantry cranes 5. The foundation is poured by using strip-shaped reinforced concrete, and the top of the foundation is provided with a P43 heavy steel rail as a walking track.
The construction steps are as follows:
first, as shown in fig. 1, temporary support frames are erected at the middle piers 1 and the side piers 2, and adjusting devices are fixedly arranged on the support frames.
In the assembling process of the section precast beam, the assembling of the section beam from the side pier I to the section beam from the side pier six and the section beam 6 of the middle pier I is carried out on the temporary steel pipe column support, so that a temporary support frame needs to be installed before the hoisting and positioning of the section beam 1. In this embodiment, the support frame is a steel support, the steel support is a steel pipe column with a diameter of 630mm and a wall thickness of 16mm, and the steel pipe column foundation is a reinforced concrete expanded foundation. In this embodiment, the adjusting device is a three-way jack.
Middle pier support frame 3 sets up for middle pier symmetry, and middle pier support frame 3 is used for supporting No. one section roof beam of middle pier 6, the support frame setting of side pier 2 department is in one side of pier in the orientation of side pier 2, and side pier support frame 4 is used for supporting No. one section roof beam of side pier to No. six section roof beams of side pier.
And secondly, as shown in fig. 2, placing the first middle pier segment beam 6 on the middle pier support frame 3 by using hoisting equipment, adjusting the first middle pier segment beam to a proper position, and fixing the first middle pier segment beam 6 and the zero middle pier block 8.
The middle pier first segment beam 6 is a reference block for cantilever assembly, is vital to the overall linear and elevation control of the segment beam, has high positioning precision requirement, and has an error not exceeding +/-2 mm.
After the middle pier first segment beam 6 is adjusted in place relative to the middle pier zero block 8, the longitudinal beam is used for fixedly connecting the middle pier zero block 8 and the middle pier first segment beam 6. Specifically, as shown in fig. 8, a top plate of the middle pier zero-number block 8 is provided with a reserved hole, a hoisting hole is formed in the middle pier one block, double-spliced i-shaped steel 9 is used as a longitudinal beam, and phi 32 finish-rolled deformed steel bars are used for respectively locking the reserved hole of the middle pier zero-number block 8 and the double-spliced i-shaped steel 9 and locking the hoisting hole of the middle pier one section beam 6 and the double-spliced i-shaped steel 9. Meanwhile, a wet joint with the width of 15cm is arranged between the middle pier first segment beam 6 and the middle pier zero block 8, and the wet joint is tightly propped by a steel wedge.
And after the middle pier segment zero 8 and the middle pier segment I beam 6 are locked, pouring a wet joint between the middle pier segment I beam 6 and the middle pier segment zero 8, and tensioning the steel bundle prestress after the wet joint concrete reaches 90% strength.
The wet joint is C60 self-compaction high performance fine stone plain concrete, adopts the hanging mould construction, and the interface of both sides segment roof beam needs evenly chisel hair, and 16mm thick bamboo offset plate is used to the template, adopts truck crane loading hopper income mould to pour, pays attention to in time the maintenance after pouring, prevents to appear the crack.
The third step: as shown in fig. 3, the second segmental beam of the middle pier is symmetrically hoisted at the middle pier by using hoisting equipment, and the second segmental beam of the middle pier is tensioned and fixed.
The fourth step: as shown in fig. 3 and 4, the hoisting equipment is used for symmetrically hoisting the middle pier three-section beam to the middle pier six-section beam in sequence, and tensioning and fixing are performed in sequence.
The middle pier three-section beam to the middle pier six-section beam on two sides of the middle pier 1 are hoisted through cantilevers, the gantry crane 5 is used for sequentially hoisting the three-section beam, the four-section beam, the five-section beam and the six-section beam at the middle pier 1, splicing glue is smeared among the section beams, and corresponding top plate prestress steel bundles are tensioned.
The fifth step: as shown in figure 5, the first side pier segment beam is placed on the side pier supporting frame 4 by using hoisting equipment and adjusted in place, and the wet joint between the first side pier segment beam and the zero side pier block is poured.
A wet joint of 15cm width is arranged between the first section beam of the side pier and the zero block of the side pier, and the wet joint is tightly propped by a steel wedge.
And after the side pier segment zero and the side pier segment I are locked, pouring a wet joint between the side pier segment I and the side pier segment zero, and tensioning the steel bundle prestress after the wet joint concrete reaches 90% strength.
And a sixth step: as shown in fig. 6, the second-segment beam to the sixth-segment beam of the side pier are sequentially hoisted to the support frame at the side pier by using a hoisting device, and are tensioned and fixed after being put and adjusted in place.
In order to ensure that the matching surface of each segmental beam has enough consolidation force, the temporary prestress is applied by finish rolling deformed steel bars during assembly. After the segment beams are accurately aligned, tensioning temporary prestress immediately; and (3) grouting the duct after the prestress tensioning is finished, wherein grouting adopts a circulating grouting mode to ensure that the grout fully occupies the space in the duct, micro-foam grout and thin grout in the grout flow out of a grout outlet end firstly under the pressure during grouting, and grouting is finished after the thick grout flows out and the pipeline is fully pressed.
The seventh step: as shown in fig. 7, the mid-span closure segment 7 between the side pier 2 and the middle pier 1 is poured, and after the strength meets the requirement, the tensioning and grouting of the integral bridge are carried out.
The mid-span closure segment 7 is constructed by adopting a suspended formwork cast-in-place construction, the temporary locking system is applied by adopting I-shaped steel rib frameworks, and each closure segment is provided with two rib frameworks. And when the concrete strength of the closure section reaches 95% of the design value and the elastic modulus reaches 90%, tensioning the permanent prestressed tendons.
After the concrete pouring of the mid-span closure segment 7 is finished, the penetrating work of the full-length bundle of prestressed steel strands is carried out; after the beam penetration is finished, when the concrete strength reaches more than 90% of a design value, tensioning and grouting work of the full-length beam prestress is carried out; and after tensioning and grouting are finished, removing the temporary support system, finishing system conversion and finishing integral construction.
The assembly method has high construction precision, the gantry crane moves flexibly and conveniently, and the assembly method is not influenced by the span of the bridge, so that the construction cost can be reduced, and the construction quality can be ensured. Compared with the traditional bridge girder erection and crawler crane construction, the construction period is greatly saved, the construction efficiency is obviously improved, and the social benefit and the economic benefit are obvious.
Moreover, the cantilever hoisting is carried out from the second-section beam of the middle pier to the sixth-section beam of the middle pier, so that the method has the advantages of accurate control of the whole construction process, high construction efficiency, excellent quality, cost saving, construction period shortening and the like, and meets the requirements of energy conservation and environmental protection.
In the above embodiment, the temporary prestress is applied by the finish-rolled deformed steel bar; in other embodiments, ordinary thread steel may be used to apply the temporary prestressing force.
In the embodiment, the mid-span closure segment is constructed by adopting a suspended formwork cast-in-place construction, and the temporary locking system is applied by adopting an I-shaped steel framework; in other embodiments, the temporary locking system is applied using other steel skeletons.
Claims (10)
1. The assembling method of the cantilever of the prefabricated segmental beam portal crane of the urban viaduct is characterized by comprising the following steps:
s1: temporary support frames are erected at the middle piers and the side piers, and adjusting devices are fixedly arranged on the support frames;
s2: placing the middle pier first segment beam on a support frame at the middle pier by using hoisting equipment, adjusting the middle pier first segment beam in place, and fixing the middle pier first segment beam and a middle pier zero block;
s3: symmetrically hoisting the second middle pier segment beam at the middle pier by using hoisting equipment, and stretching and fixing the second middle pier segment beam;
s4: circularly and symmetrically hoisting a middle pier third section beam to a middle pier sixth section beam in sequence by using hoisting equipment, and sequentially performing tensioning and fixing;
s5: placing the first section beam of the side pier on a support frame at the side pier by using hoisting equipment, adjusting the first section beam of the side pier to be in place, and pouring a wet joint between the first section beam of the side pier and the zero block of the side pier;
s6: hoisting the second-stage section beam to the sixth-stage section beam of the side pier to the support frame at the side pier in sequence by using hoisting equipment, and performing tensioning and fixing after the side pier is placed and adjusted in place;
s7: and pouring a mid-span closure section between the side pier and the middle pier, and performing tensioning grouting of the integrated bridge after the strength meets the requirement.
2. The cantilever assembling method for the urban viaduct prefabricated section beam portal crane is characterized in that the support frames at the middle pier are symmetrically arranged relative to the middle pier, the support frames at the middle pier are used for supporting the section beam I at the middle pier, the support frames at the side piers are arranged on one side of the side piers, which faces the middle pier, and the support frames at the side piers are used for supporting the section beam I at the side pier to the section beam II at the side pier.
3. The assembling method of the cantilever of the urban viaduct prefabricated section beam portal crane according to the claim 1 or 2, wherein in the second step, after the section beam of the middle pier I is adjusted to the position relative to the section beam of the middle pier zero, the longitudinal beam is used for fixedly connecting the section beam of the middle pier zero and the section beam of the middle pier I.
4. The assembling method of the cantilever of the urban viaduct prefabricated segment beam portal crane according to claim 3, wherein after the middle pier zero-number block and the middle pier first-number block are locked, a wet joint between the middle pier first-number segment beam and the middle pier zero-number block is poured, and after the wet joint concrete reaches 90% strength, the steel bundle is tensioned for prestress.
5. The urban viaduct prefabricated section beam portal crane cantilever splicing method according to claim 1 or 2, wherein the middle pier second-section beam to the middle pier sixth-section beam on two sides of the middle pier are subjected to cantilever hoisting.
6. The method for splicing the cantilever of the urban viaduct precast segmental beam gantry crane according to claim 1 or 2, wherein in the sixth step, after the second segmental beam of the side pier is hoisted to the sixth segmental beam of the side pier, the corresponding prestressed steel beam of the top plate is tensioned.
7. The method for splicing the cantilevers of the urban viaduct precast segmental beam gantry crane according to claim 6, wherein the temporary prestressing is applied by finish-rolled deformed steel bars.
8. The method for splicing the cantilevers of the urban viaduct precast sectional beam gantry crane according to claim 7, wherein after the pre-stress tensioning is completed, a duct grouting is performed.
9. The method for splicing the cantilevers of the prefabricated section beam portal crane of the urban viaduct according to claim 1 or 2, wherein the midspan closure section is constructed by adopting a suspended formwork cast-in-place construction, and the temporary locking system is applied by adopting an I-shaped steel framework.
10. The method for splicing the cantilevers of the urban viaduct precast segmental beam portal cranes as claimed in claim 9, wherein after the mid-span closure section concrete is poured, the penetrating work of the full-length prestressed steel strands is performed; after the beam penetration is finished, when the concrete strength reaches more than 90% of a design value, tensioning and grouting work of the full-length beam prestress is carried out; and after tensioning and grouting are finished, removing the temporary support system, finishing system conversion and finishing integral construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010363184.3A CN111472284A (en) | 2020-04-30 | 2020-04-30 | Assembling method for cantilever of prefabricated segmental beam portal crane of urban viaduct |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010363184.3A CN111472284A (en) | 2020-04-30 | 2020-04-30 | Assembling method for cantilever of prefabricated segmental beam portal crane of urban viaduct |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111472284A true CN111472284A (en) | 2020-07-31 |
Family
ID=71762987
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010363184.3A Pending CN111472284A (en) | 2020-04-30 | 2020-04-30 | Assembling method for cantilever of prefabricated segmental beam portal crane of urban viaduct |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111472284A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114438896A (en) * | 2022-02-22 | 2022-05-06 | 中铁二十一局集团路桥工程有限公司 | Assembling construction method for assembled segmental beam of 100t span-pier gantry crane |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA2083551A1 (en) * | 1992-11-23 | 1994-05-24 | Harold R. Minty | Installation system for bridge girders |
| CN110205934A (en) * | 2019-04-30 | 2019-09-06 | 中铁八局集团第二工程有限公司 | One kind is set a roof beam in place system for the mobile assembled of precast segmental beam Support Method joggle beam |
| CN110528403A (en) * | 2019-09-06 | 2019-12-03 | 广州瀚阳工程咨询有限公司 | A kind of construction method of the end bay without wet seam precast segment free cantilever erection continuous beam |
| CN110983992A (en) * | 2019-11-07 | 2020-04-10 | 中铁建大桥工程局集团第五工程有限公司 | Cantilever assembling construction process for double-U-box type composite variable-section assembled continuous beam bridge |
| CN111042001A (en) * | 2020-01-16 | 2020-04-21 | 中建七局安装工程有限公司 | Temporary anchoring support-free construction method for prefabricated section beam closure section |
-
2020
- 2020-04-30 CN CN202010363184.3A patent/CN111472284A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA2083551A1 (en) * | 1992-11-23 | 1994-05-24 | Harold R. Minty | Installation system for bridge girders |
| CN110205934A (en) * | 2019-04-30 | 2019-09-06 | 中铁八局集团第二工程有限公司 | One kind is set a roof beam in place system for the mobile assembled of precast segmental beam Support Method joggle beam |
| CN110528403A (en) * | 2019-09-06 | 2019-12-03 | 广州瀚阳工程咨询有限公司 | A kind of construction method of the end bay without wet seam precast segment free cantilever erection continuous beam |
| CN110983992A (en) * | 2019-11-07 | 2020-04-10 | 中铁建大桥工程局集团第五工程有限公司 | Cantilever assembling construction process for double-U-box type composite variable-section assembled continuous beam bridge |
| CN111042001A (en) * | 2020-01-16 | 2020-04-21 | 中建七局安装工程有限公司 | Temporary anchoring support-free construction method for prefabricated section beam closure section |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114438896A (en) * | 2022-02-22 | 2022-05-06 | 中铁二十一局集团路桥工程有限公司 | Assembling construction method for assembled segmental beam of 100t span-pier gantry crane |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108677685B (en) | Ultra-high-performance concrete-part steel beam combined bent cap and construction method thereof | |
| CN110331668B (en) | Construction method of bidirectional inclined V-shaped bridge tower of cable-stayed bridge without back cables | |
| CN106758737B (en) | The bridge location construction method of installation of transverse prestress overall with reinforced concrete bridge deck slab plate combination beam | |
| CN110820594B (en) | Symmetrical cantilever construction process suitable for expansion joint bridge pier | |
| CN108978434B (en) | Bracket-free industrialized construction method of steel-concrete combined continuous box girder bridge | |
| CN102535327B (en) | Through prestress steel truss and concrete combined continuous steel structure bridge and construction method thereof | |
| CN102704406B (en) | Roadbed slab non-tensile stress construction method based on combined channel girder | |
| CN110924287A (en) | Semi-fabricated large-span combined box girder and construction method thereof | |
| CN113638304B (en) | Concrete beam type bridge hidden cover beam structure system and construction method thereof | |
| CN206512581U (en) | Transverse prestress overall with reinforced concrete bridge deck slab plate combination beam | |
| CN106012791B (en) | Three across the antinode steel concretes of work beam shear wave three combine T-shaped continuous beam | |
| CN110700103A (en) | Construction method of continuous composite beam | |
| CN112030772A (en) | Rapid construction method of continuous rigid frame bridge | |
| CN111979891A (en) | Semi-through type rectangular concrete-filled steel tube combined truss girder bridge and construction method | |
| CN111485500A (en) | Transverse lengthening reinforcing construction method and structure for retreating and dismantling of rhombic hanging basket | |
| CN110700113A (en) | Prestress applying device of non-prestressed beam bridge and construction method thereof | |
| CN108221704B (en) | Four-beam type I-steel-concrete composite beam for bridge and construction method | |
| CN212714544U (en) | Rhombus is hung basket and is retreated and demolishd horizontal extension reinforcement construction structure | |
| CN111472284A (en) | Assembling method for cantilever of prefabricated segmental beam portal crane of urban viaduct | |
| CN110983992A (en) | Cantilever assembling construction process for double-U-box type composite variable-section assembled continuous beam bridge | |
| CN216108007U (en) | Concrete beam type bridge and cast-in-situ hidden cover beam thereof | |
| CN212335738U (en) | Double-combination continuous truss girder of combined steel web member for highway and railway construction | |
| Yan et al. | Wanxian Yangtze Bridge, China | |
| CN114263114A (en) | Construction system and construction method of large-section steel box girder | |
| CN110847039B (en) | Full cantilever installation method of segmental precast concrete box girder |
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: 20200731 |
|
| RJ01 | Rejection of invention patent application after publication |