CN104562944A - Large span composite beam cable-stayed bridge side steel box temporary anchorage system - Google Patents
Large span composite beam cable-stayed bridge side steel box temporary anchorage system Download PDFInfo
- Publication number
- CN104562944A CN104562944A CN201510047621.XA CN201510047621A CN104562944A CN 104562944 A CN104562944 A CN 104562944A CN 201510047621 A CN201510047621 A CN 201510047621A CN 104562944 A CN104562944 A CN 104562944A
- Authority
- CN
- China
- Prior art keywords
- steel
- block rubber
- case
- cable
- limit
- 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.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 113
- 239000010959 steel Substances 0.000 title claims abstract description 113
- 239000002131 composite material Substances 0.000 title claims abstract description 17
- 229920001971 elastomer Polymers 0.000 claims abstract description 48
- 239000005060 rubber Substances 0.000 claims abstract description 48
- 238000004873 anchoring Methods 0.000 claims description 20
- 230000035807 sensation Effects 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 17
- 238000006073 displacement reaction Methods 0.000 abstract description 4
- 238000005452 bending Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 4
- 230000005484 gravity Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000003482 Pinner synthesis reaction Methods 0.000 description 1
- NINIDFKCEFEMDL-UHFFFAOYSA-N Sulfur Chemical compound [S] NINIDFKCEFEMDL-UHFFFAOYSA-N 0.000 description 1
- 239000005864 Sulphur Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002146 bilateral effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000003139 buffering effect Effects 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
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
- E01D21/10—Cantilevered erection
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a large span composite beam cable-stayed bridge side steel box temporary anchorage system and mainly solves the problems that the certain overturning torque is produced due to unbalanced load caused by own load, temporary load or unseating condition, and the certain horizontal or longitudinal push force is produced and applied to a main beam due to two-side asymmetric oblique cable tension force or wind load. Load tables are provided with steel tube concrete columns, first temporary supporting seats supporting side steel boxes temporarily are arranged on the steel tube concrete columns, and the unbalanced bending moment caused by own load, cable force or construction load can be resisted during construction; the horizontal force produced during the construction can be resisted through the connection of longitudinal steel baffling blocks connected to the side steel boxes in a bolted manner and rubber blocks of two sides of a cable tower crossbeam; second temporary supporting seats supporting the side steel boxes are arranged on a bridge tower crossbeam, steel tubes are arranged in the side steel boxes vertically, prestressed steel beams penetrate the steel tubes to anchor box girders to the bridge tower crossbeam, and the side steel boxes can be prevented from angular displacement during construction.
Description
Technical field
The present invention relates to Long span steel-concrete composite beam cable-stayed bridge construction and installation technical field, specifically a kind of Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system.
Background technology
Steel-concrete composite beam cable-stayed bridge is girder is steel work, and bridge floor is concrete structure, and to combine jointly stressed cable stayed bridge with bridge deck, it gives full play to steel and concrete material advantage separately.It is except having girder from heavy and light, span ability is stronger, by shrinkage and creep affect less, construct more convenient, use more and more extensive in modern bridge design.
In steel-concrete composite beam cable-stayed bridge kingpost cantalever work progress, the beam body of Sarasota both sides is because of gravity load, temporary load(ing) or occur falling that the reasons such as beam operating mode cause the imbalance of load, thus can produce certain overturning moment, and anisopleual inclined guy cable stretching power or wind to carry etc. and also can produce certain level or longitudinal thrust to girder.When girder adopts cantilever construction, in order to ensure the stable system of girder when two cantilever and single-cantilever are constructed, guaranteeing the safety of structure in the construction stage, when girder No. 0 section is installed, girder and Sarasota crossbeam anchoring temporarily, need remove after treating the closure of main bridge.
Traditional anchoring temporarily scheme has following several: 1, by case beam No. 0 block, (No. 0 block is generally the first construction section of cantilever constructing bridge, the support set up is constructed) by the temporary support of prestressing force anchoring temporarily on lower transverse beam (in order to support the bearing of No. 0 block, later stage needs to remove) on, realize being rigidly connected; 2 or by case beam No. 0 block by the temporary rest pier of cable body (also claiming prestress wire) anchoring temporarily on lower transverse beam, make steel box-girder can realize longitudinally flexibly connecting of displacement among a small circle, the transverse support during cross spacing relies between king-post and case beam; Only need the cable stayed bridge being realized transverse direction or vertical, horizontal anchoring by cross spacing and longitudinal damping device.
Traditional anchoring temporarily adopts prestress wire anchoring No. 0 block, and out-of-balance force during long span stayed-cable bridge cantilever construction is comparatively large, needs more steel strand, and construction is comparatively complicated, and can not carry horizontal force resistant.
Summary of the invention
For the beam body that controls Sarasota both sides is because of gravity load, temporary load(ing) or certain overturning moment of occurring falling the reasons such as beam operating mode to cause load uneven and producing, and anisopleual inclined guy cable stretching power or wind such as to carry at the certain level or longitudinal thrust that reason produces girder, a kind of Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system is now proposed, its have applied widely, design and construction are simple, and the feature that risk is little when constructing and remove.
The present invention solves the technical scheme that its technical problem takes: a kind of Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system, comprise Sarasota and case beam, described Sarasota fixing for suspension cable in cable stayed bridge, be arranged on bottom it on cushion cap, Sarasota crossbeam is provided with between every two described Sarasotas, described Sarasota crossbeam upper end is provided with permanent bearing, and the limit steel case on described case beam both sides is fixedly installed on described permanent bearing, it is characterized in that;
Described cushion cap is provided with steel core concrete column, and described steel core concrete column top is provided with the first temporary support for steel case in limit described in temporary support;
Be connected with longitudinal steel block with bolt on the downside of the steel case of described limit, both sides and described longitudinal steel block corresponding position of described Sarasota crossbeam are provided with block rubber, and described block rubber is arranged on block rubber bearing, and described block rubber bearing is fixed on the both sides of described Sarasota crossbeam;
The described bridge tower thwart beam of the both sides of described permanent bearing is symmetrically arranged with the second temporary support, each described second temporary support is provided with vertical through holes, vertically be provided with the steel pipe communicated with described vertical through holes in the steel case of described limit, described case beam be anchored on described bridge tower thwart beam through described steel pipe and described vertical through holes with prestressed strand.
Further, described block rubber bearing comprises: the vertical block rubber bearing pre-embedded steel slab arranged, described block rubber bearing pre-embedded steel slab is directly embedded in crossbeam, being horizontally placed on described block rubber bearing pre-embedded steel slab opposite side for supporting the block rubber gripper shoe of described block rubber, being vertically arranged at the block rubber location-plate that described block rubber bearing pre-embedded steel slab opposite side is located for block rubber both sides.
Further, described second temporary support totally four, and the vertical through holes on each described second temporary support is for being uniformly distributed four.
Further, cast C30 concrete in the steel pipe of described steel core concrete column, its quantity totally two ten four, concrete set-up mode is: direction across bridge arranges four rows, wherein corresponding two rows under limit steel case described in every side; Along bridge to arranging six rows, corresponding three rows in the every side of wherein said Sarasota crossbeam, namely in described Sarasota crossbeam both sides below steel case in limit described in every side often group have steel core concrete column described in the six roots of sensation.
Further, be connected with between steel core concrete column described in the six roots of sensation often organized and adopt batten plate connect and form entirety.
Further, described first temporary support C50 concrete adds sulphur-bonded mortar and makes.
Further, described bolt is high-strength bolt.
The invention has the beneficial effects as follows:
1, each bridge tower place arranges direction across bridge 4, along bridge to 6, totally 24 steel core concrete columns, cast C30 concrete in steel pipe, limit steel case is supported on the first temporary support that steel core concrete column is arranged, can resist the unbalanced moment formed due to deadweight, Suo Li, working load in the middle of work progress by the steel core concrete column that rigidity is larger;
2, under the limit steel case of Sarasota crossbeam both sides, bolt has longitudinal steel block, the block rubber joint that longitudinal steel block and Sarasota crossbeam both sides are arranged, and utilizes block rubber to carry out buffering location, can resist the horizontal force in the middle of work progress;
3, bridge tower thwart beam is provided with the second temporary support of temporary support limit steel case, in the steel case of limit, is vertically provided with steel pipe, through steel pipe, case beam is anchored on bridge tower thwart beam with prestressed strand, can prevents limit steel case from the middle of work progress, corner displacement occurring.
4, the present invention is applied widely, design and construction are simple, and when constructing and remove, risk is less, has good construction stability.
Accompanying drawing explanation
Fig. 1 is that schematic diagram arranged by raising middle flask beam of the present invention and steel pipe column;
Fig. 2 is along the schematic diagram that E direction is faced in Fig. 1;
Fig. 3 is the positional structure schematic diagram of longitudinally firm block and Sarasota crossbeam in the present invention;
Fig. 4 is the broken section structural representation along A-A direction in Fig. 3;
Fig. 5 is the partial enlargement structural representation of part B in Fig. 3;
Fig. 6 is the broken section structural representation along C-C direction in Fig. 5;
Fig. 7 is the arrangement schematic diagram (illustrate only the half of Sarasota crossbeam in figure, second half is line full symmetric centrally) of the second temporary support in the present invention;
Fig. 8 utilizes the structural representation of steel bundle anchoring limit steel case (illustrate only the half of Sarasota crossbeam in figure, second half is line full symmetric centrally) in the present invention;
Fig. 9 is the broken section structural representation along D-D in Fig. 8;
In figure: 1 case beam, 11 limit steel casees, 12 longitudinal steel blocks, 121 connect flat board, 122 risers, 13 steel pipes, 131 prestressed strands, 2 cushion caps, 21 steel core concrete columns, 211 first temporary supports, 22 batten plates, 23 Sarasotas, 231 Sarasota crossbeams, 2311 pinners, 2312 permanent bearings, 2,313 second temporary supports, 24 block rubber bearing pre-embedded steel slabs, 242 block rubber location-plates, 243 block rubbers, 244 block rubber gripper shoes.
Detailed description of the invention
As shown in Figure 1, the critical piece of cable stayed bridge comprises Sarasota 23 and case beam 1, Sarasota 23 generally has two, be mainly used in the fixing of cables, usually be arranged on bottom it on cushion cap 2 of concreting, be provided with Sarasota crossbeam 231 between two Sarasotas 23, namely two Sarasotas 23 are connected into approximate A font structure by Sarasota crossbeam 231.
As shown in Figure 2, Sarasota crossbeam 231 upper end is provided with permanent bearing 2312, is provided with pinner 2311 between permanent bearing 2312 and Sarasota crossbeam 231; The steel structure body of approximate template of case beam 1 for being welded, its upper surface is used for road surface pavement, usually its both sides, and namely two avris of bridge are limit steel case 11, concrete install in need to be fixed and be arranged on permanent bearing 2312.
In Specific construction installation process, when case beam adopts cantilever construction, in steel-concrete composite beam cable-stayed bridge box girder cantilever work progress, the beam body of Sarasota both sides is because of gravity load, temporary load(ing) or occur falling that the reasons such as beam operating mode cause the imbalance of load can produce certain overturning moment, and anisopleual inclined guy cable stretching power or wind to carry etc. and also can produce certain level or longitudinal thrust to girder.In order to ensure the stable system of girder when two cantilever and single-cantilever are constructed, guarantee the safety of structure in the construction stage, time install bin beam No. 0 section (i.e. the initial joint of cable stayed bridge oblique pull part), girder and Sarasota crossbeam anchoring temporarily, need remove after treating the closure of main bridge.
Describe the present invention below in conjunction with specific embodiments and the drawings.
As depicted in figs. 1 and 2, cushion cap 2 is provided with temporary steel pipe concrete column 21, steel core concrete column 21 top is provided with the first temporary support 211, for the limit steel case 11 on case beam 1 both sides described in temporary support.The unbalanced moment due to deadweight, Suo Li, working load formation in the middle of work progress can be resisted by the steel core concrete column 21 that rigidity is larger.
In specific embodiment, as depicted in figs. 1 and 2, cast C30 concrete in the steel pipe of steel core concrete column 21, its quantity totally two ten four, concrete set-up mode is: direction across bridge arranges four rows, and wherein described in every side, steel case 11 times correspondences two in limit are arranged; Along bridge to arranging six rows, corresponding three rows in the every side of wherein said Sarasota crossbeam 231, like this in Sarasota crossbeam 231 both sides below every side steel case 11 often group have steel core concrete column 21 described in the six roots of sensation.This structure is convenient to site operation.
And, for ensureing steadiness, described in the six roots of sensation often organized, between steel core concrete column 21, adopting batten plate to connect, forming one.
In specific embodiment, the first temporary support 211 adds sulphur-bonded mortar with C50 concrete and makes, and the first temporary support 211 (sulphur can melt) can be melted and remove after construction.
As shown in Figure 3, every side steel case 11 is connected with two longitudinal steel blocks 12 with high-strength bolt 1211 below, the both sides of Sarasota crossbeam 231 are provided with block rubber 243 in longitudinal steel block 12 corresponding position, block rubber 243 is arranged on block rubber bearing, utilize longitudinal steel block 12 and block rubber joint, utilize the elastic buffer effect of block rubber 243, the horizontal force in the middle of work progress can be resisted.
In specific embodiment, as shown in Fig. 4 to Fig. 6, block rubber bearing comprises: the vertical block rubber bearing pre-embedded steel slab 24 arranged, be horizontally placed on the block rubber gripper shoe 244 of block rubber bearing pre-embedded steel slab 24 opposite side for support rubber block 243, vertically be arranged at the block rubber location-plate 242 that block rubber bearing pre-embedded steel slab 24 opposite side is located for block rubber 243 both sides, thus block rubber 243 clamping is fixed in block rubber gripper shoe 244 and the direct U-shaped space formed of two panels block rubber location-plate 242.
As shown in Figure 7, bridge tower thwart beam 231 is provided with the second temporary support 2313 in the bilateral symmetry of described permanent bearing 2312, each described second temporary support 2313 is provided with vertical through holes.
In specific embodiment, as shown in Figure 7, the second temporary support 2313 totally four, and the vertical through holes on each second temporary support 2313 is for being uniformly distributed four, in figure, four through holes form four summits of certain rectangle respectively, i.e. vertical through holes 16 altogether.
As shown in Figure 8, the steel pipe 13 communicated with vertical through holes is vertically provided with in limit steel case 11, through steel pipe 13 and vertical through holes, case beam 1 is anchored on bridge tower thwart beam 231 with prestressed strand 131, utilizes interim prestressed strand 131 and steel pipe 13 can prevent limit steel case 11 from the middle of work progress, corner displacement occurring.
In specific embodiment, as shown in Figure 9, prestressed strand 13 stretching end anchors is positioned at Sarasota crossbeam 231 bottom surface, and fixed end anchors is positioned at Gang Xiang11 upper end, limit, and the twisted wire often restrainting steel bundle carries out pretension stretch-draw according to Practical Calculation, realizes fixing.
Except the technical characteristic described in manual, be the known technology of those skilled in the art.
The above has made detailed description to the preferred embodiment of the present invention and embodiment by reference to the accompanying drawings; but the present invention is not limited to the above-described embodiment and examples; for those skilled in the art; without departing from the inventive concept of the premise; can also make some improvement and modification, these improve and modification also should be considered as protection scope of the present invention.
Claims (7)
1. a Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system, comprise Sarasota (23) and case beam (1), what described Sarasota (23) was locked for oblique pull fixes, be arranged on cushion cap (2) bottom it, Sarasota crossbeam (231) is provided with between every two described Sarasotas (23), described Sarasota crossbeam (231) upper end is provided with permanent bearing (2312), limit steel case (11) on described case beam (1) both sides is fixedly installed on described permanent bearing (2312), it is characterized in that;
Described cushion cap (2) is provided with steel core concrete column (21), described steel core concrete column (21) top is provided with the first temporary support (211) for limit steel case (11) described in temporary support;
Described steel case (11) downside bolt, limit (1211) is connected with longitudinal steel block (12), both sides and described longitudinal steel block (12) corresponding position of described Sarasota crossbeam (231) are provided with block rubber (243), described block rubber (243) is arranged on block rubber bearing, and described block rubber bearing is fixed on the both sides of described Sarasota crossbeam (231);
The described bridge tower thwart beam (231) of the both sides of described permanent bearing (2312) is symmetrically arranged with the second temporary support (2313), each described second temporary support (2313) is provided with vertical through holes, vertically be provided with the steel pipe (13) communicated with described vertical through holes in described limit steel case (11), through described steel pipe (13) and described vertical through holes described case beam (1) be anchored on described bridge tower thwart beam (231) with prestressed strand (131).
2. a kind of Long span steel-concrete composite beam cable-stayed bridge limit according to claim 1 steel case anchoring temporarily system, it is characterized in that, described block rubber bearing comprises: vertically arrange and the block rubber bearing pre-embedded steel slab (24) be directly embedded in crossbeam, being horizontally placed on described block rubber bearing pre-embedded steel slab (24) opposite side for supporting the block rubber gripper shoe (244) of described block rubber (243), being vertically arranged at the block rubber location-plate (242) that described block rubber bearing pre-embedded steel slab (24) opposite side is used for location, block rubber (243) both sides.
3. a kind of Long span steel-concrete composite beam cable-stayed bridge limit according to claim 2 steel case anchoring temporarily system, it is characterized in that, described second temporary support (2313) totally four, and the vertical through holes on each described second temporary support (2313) is for being uniformly distributed four.
4. a kind of Long span steel-concrete composite beam cable-stayed bridge limit according to claim 3 steel case anchoring temporarily system, it is characterized in that, cast C30 concrete in the steel pipe of described steel core concrete column (21), its quantity totally two ten four, concrete set-up mode is: direction across bridge arranges four rows, wherein corresponding two rows under limit steel case (11) described in every side; Along bridge to arranging six rows, corresponding three rows in the every side of wherein said Sarasota crossbeam (231), namely in described Sarasota crossbeam (231) both sides in limit steel case (11) below described in every side often group have steel core concrete column described in the six roots of sensation (21).
5. a kind of Long span steel-concrete composite beam cable-stayed bridge limit according to claim 4 steel case anchoring temporarily system, is characterized in that, adopt batten plate to connect and form entirety described in the six roots of sensation often organized between steel core concrete column (21).
6. a kind of Long span steel-concrete composite beam cable-stayed bridge limit according to claim 5 steel case anchoring temporarily system, it is characterized in that, described first temporary support (211) adds sulphur-bonded mortar with C50 concrete and makes.
7. a kind of Long span steel-concrete composite beam cable-stayed bridge limit according to claim 6 steel case anchoring temporarily system, it is characterized in that, described bolt (1211) is high-strength bolt.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510047621.XA CN104562944B (en) | 2015-01-29 | 2015-01-29 | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510047621.XA CN104562944B (en) | 2015-01-29 | 2015-01-29 | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104562944A true CN104562944A (en) | 2015-04-29 |
| CN104562944B CN104562944B (en) | 2016-03-30 |
Family
ID=53079958
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510047621.XA Active CN104562944B (en) | 2015-01-29 | 2015-01-29 | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104562944B (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109112967A (en) * | 2018-09-12 | 2019-01-01 | 长安大学 | Tower beam thrust attachment device and self-anchored suspension bridge quickly build construction method |
| CN110318344A (en) * | 2019-06-28 | 2019-10-11 | 中交二航局第四工程有限公司 | A kind of No. 0 block bracket of novel steel box-girder and No. 0 block erection construction method |
| CN112282064A (en) * | 2020-10-14 | 2021-01-29 | 广东省建筑设计研究院有限公司 | Large cantilever canopy-raising column internal prestress stay cable vibration reduction structure system and design method |
| CN112411386A (en) * | 2020-11-26 | 2021-02-26 | 中铁三局集团有限公司 | Method for erecting and dismantling continuous beam No. 0 block reinforced concrete-filled steel tube support |
| CN112663522A (en) * | 2021-01-12 | 2021-04-16 | 山西省交通科技研发有限公司 | Chemical treatment method for safety risk of single-column pier bridge |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001262513A (en) * | 2000-03-17 | 2001-09-26 | Nippon Steel Corp | Oblique bridge with composite synthetic steel girder with slab and method of erection of the girder |
| CN101260651A (en) * | 2008-04-25 | 2008-09-10 | 中交第二航务工程局有限公司 | Method and device for accomplishing self-balancing load and anchoring temporarily between main beam and platform |
| CN101476294A (en) * | 2009-01-22 | 2009-07-08 | 四川公路桥梁建设集团有限公司 | Method for mounting lower beam section of large-span steel box girder cable-stayed bridge tower |
| KR100969005B1 (en) * | 2009-11-06 | 2010-07-09 | 동아대학교 산학협력단 | Constructing method of suspension bridge and temporary cable therefor |
| CN202202267U (en) * | 2011-07-28 | 2012-04-25 | 交通运输部公路科学研究所 | Cable-stayed system reinforcement structure suitable for large-span box girder bridges and continuous rigid frame bridges |
| CN104005338A (en) * | 2014-05-06 | 2014-08-27 | 中铁港航局集团有限公司 | Three-directional temporary tower and girder consolidation structure of large-span cable-stayed bridge |
| CN204530507U (en) * | 2015-01-29 | 2015-08-05 | 山东省交通规划设计院 | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system |
-
2015
- 2015-01-29 CN CN201510047621.XA patent/CN104562944B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001262513A (en) * | 2000-03-17 | 2001-09-26 | Nippon Steel Corp | Oblique bridge with composite synthetic steel girder with slab and method of erection of the girder |
| CN101260651A (en) * | 2008-04-25 | 2008-09-10 | 中交第二航务工程局有限公司 | Method and device for accomplishing self-balancing load and anchoring temporarily between main beam and platform |
| CN101476294A (en) * | 2009-01-22 | 2009-07-08 | 四川公路桥梁建设集团有限公司 | Method for mounting lower beam section of large-span steel box girder cable-stayed bridge tower |
| KR100969005B1 (en) * | 2009-11-06 | 2010-07-09 | 동아대학교 산학협력단 | Constructing method of suspension bridge and temporary cable therefor |
| CN202202267U (en) * | 2011-07-28 | 2012-04-25 | 交通运输部公路科学研究所 | Cable-stayed system reinforcement structure suitable for large-span box girder bridges and continuous rigid frame bridges |
| CN104005338A (en) * | 2014-05-06 | 2014-08-27 | 中铁港航局集团有限公司 | Three-directional temporary tower and girder consolidation structure of large-span cable-stayed bridge |
| CN204530507U (en) * | 2015-01-29 | 2015-08-05 | 山东省交通规划设计院 | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109112967A (en) * | 2018-09-12 | 2019-01-01 | 长安大学 | Tower beam thrust attachment device and self-anchored suspension bridge quickly build construction method |
| CN109112967B (en) * | 2018-09-12 | 2023-07-25 | 长安大学 | Tower beam thrust connection device and quick construction method for self-anchored suspension bridge |
| CN110318344A (en) * | 2019-06-28 | 2019-10-11 | 中交二航局第四工程有限公司 | A kind of No. 0 block bracket of novel steel box-girder and No. 0 block erection construction method |
| CN110318344B (en) * | 2019-06-28 | 2024-04-19 | 中交二航局第四工程有限公司 | Novel steel box girder No. 0 block support and No. 0 block erection construction method |
| CN112282064A (en) * | 2020-10-14 | 2021-01-29 | 广东省建筑设计研究院有限公司 | Large cantilever canopy-raising column internal prestress stay cable vibration reduction structure system and design method |
| CN112282064B (en) * | 2020-10-14 | 2025-07-15 | 广东省建筑设计研究院有限公司 | A vibration reduction structural system and design method of prestressed cable in large cantilever canopy column |
| CN112411386A (en) * | 2020-11-26 | 2021-02-26 | 中铁三局集团有限公司 | Method for erecting and dismantling continuous beam No. 0 block reinforced concrete-filled steel tube support |
| CN112663522A (en) * | 2021-01-12 | 2021-04-16 | 山西省交通科技研发有限公司 | Chemical treatment method for safety risk of single-column pier bridge |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104562944B (en) | 2016-03-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108978434B (en) | Bracket-free industrialized construction method of steel-concrete combined continuous box girder bridge | |
| CN104005338B (en) | A kind of long-span cablestayed bridges tower beam three-dimensional temporary consolidation structure | |
| CN103669224A (en) | Construction method and steel pipe support for middle arch tower of inclined arch tower double cable plane prestressed concrete cable-stayed bridge | |
| CN107761542B (en) | An arch cable-stayed composite system bridge and its construction method | |
| CN104562944B (en) | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system | |
| CN104652242B (en) | Derrick connecting structure used for reinforcing PSC (Pre-stressed Concrete) continuous box girder bridge and construction method | |
| CN100519943C (en) | Non-cable single-tower stayed bridge | |
| CN213038218U (en) | Predictive continuous rigid frame bridge capable of supplementing tensioning prestress | |
| CN104652293A (en) | Cable-stayed bridge structure used for reinforcing PSC (Pre-stressed Concrete) continuous box girder bridge and construction method | |
| CN105568870A (en) | Triangle hanging basket suspended casting device used for overpass bridge construction and construction method thereof | |
| JP2022179455A (en) | Side-span shoring structure of a continuous T-girder viaduct straddling an existing railroad track | |
| CN108999088A (en) | A kind of construction method of cable-stayed bridge | |
| CN106638265A (en) | Steel reinforced concrete beam rigid framework bridge | |
| CN214832022U (en) | A support device for preventing and controlling downward deflection of box girder | |
| CN106012872A (en) | Non-back cable cable-stayed reinforcement system and construction method of continuous rigid frame bridge | |
| CN115387234A (en) | A formwork system and construction method for the lower beam of a super-high diamond-shaped tower pier | |
| CN208346567U (en) | A fully prefabricated concrete freight suspended monorail structure | |
| CN104652244B (en) | A kind of Suspension bridge structure for reinforcing PSC Continuous Box Girder Bridge and construction method | |
| CN203613467U (en) | Steel pipe bracket for construction of arch tower in oblique arch tower double-cable plane pre-stressed concrete cable-stayed bridge | |
| CN110295548B (en) | A temporary device to maintain mechanical balance under the bridge construction technology of arch first and beam second. | |
| CN102561199A (en) | Method of vertical crack resistance of hogging moment tension zone of single-column concrete bridge pier | |
| CN110700122A (en) | An anti-overturning reinforcement structure for rectangular single-column pier bridges | |
| CN204530507U (en) | Long span steel-concrete composite beam cable-stayed bridge limit steel case anchoring temporarily system | |
| CN219218724U (en) | Main girder hanging and paving integrated machine for combined girder cable-stayed bridge | |
| CN110792042A (en) | Anti-overturning reinforcing method for rectangular single-column pier bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 250031 Shandong Province Flyover District of Ji'nan city Shanxi Road No. 576. Patentee after: Shandong transportation planning and Design Institute Co.,Ltd. Address before: 250031 Shandong Province Flyover District of Ji'nan city Shanxi Road No. 576. Patentee before: SHANDONG PROVINCIAL COMMUNICATIONS PLANNING AND DESIGN INSTITUTE |
|
| CP01 | Change in the name or title of a patent holder | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 250031 No. 576 Wushanxi Road, Tianqiao District, Jinan City, Shandong Province Patentee after: Shandong transportation planning and Design Institute Group Co.,Ltd. Address before: 250031 No. 576 Wushanxi Road, Tianqiao District, Jinan City, Shandong Province Patentee before: Shandong transportation planning and Design Institute Co.,Ltd. |
|
| CP01 | Change in the name or title of a patent holder |