CN101476293A - Non-stand construction method for large bridge arch rib - Google Patents
Non-stand construction method for large bridge arch rib Download PDFInfo
- Publication number
- CN101476293A CN101476293A CNA2009100367005A CN200910036700A CN101476293A CN 101476293 A CN101476293 A CN 101476293A CN A2009100367005 A CNA2009100367005 A CN A2009100367005A CN 200910036700 A CN200910036700 A CN 200910036700A CN 101476293 A CN101476293 A CN 101476293A
- Authority
- CN
- China
- Prior art keywords
- rib
- tower
- rope
- arch rib
- cable
- 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
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a large-scale bridge (steel pipe concrete arch bridge) arch rib non-support construction method, which is characterized in that: the fastening tower process and hanging tower process are combined; the fastening anchor process and hanging anchor process are combined; rubber support is applied in the tower articulation (steel structure); steel twisted wire is used as the fastening-hanging tower -anti-wind rope (tower pressing cable); centralized working surfaces and steel twisted wires are adopted in the fastening-hanging process; steel pipe support are used in tower; and less fastening cables are used in the fastening-hanging process. The construction method reduces arch rib assembling places and mounting supports, accelerates the construction progress; the stayed-fastening cable construction uses the masts type tower hung by the cable to mount arch rib, reduces construction of a group of tower and anchor; by adopting less cable construction method, the invention reduces the anchor box segment positions on the tower and reduces anchor cable quantity; and by adopting one-time forming, monitoring and measuring method, the invention simplifies the arch rib mounting construction process and the cable adjusting construction engineering, increases production efficiency, accelerates construction progress and ensures arch rib mounting quality.
Description
Technical field
The inventive method relates to the job practices of a kind of large bridge (concrete-filled steel tubes arch bridge), refers in particular to a kind of job practices that is used for the large bridge arch rib lifting.
Background technology
The conventional steel arch rib is installed the following technology that adopts:
(1) button tower, tower crane separately do not have the lifting of support antenna or vertical transfer in conjunction with flatting turn;
(2) cable lifting tower crane basis mode is designed to complicated hinge structure (steel work);
(3) tower crane, button tower wind resistance cable design separately;
(4) button is hung to construct and is adopted knotted rope corresponding one by one with the rib-lifting section number;
(5) before arch rib closed up, it was loaded down with trivial details to carry out the linear adjustment operation of arch rib;
(6) the knotted rope space angle design basic one to, it is many that button is hung the construction working face, the stressed complexity of button tower;
(7) knotted rope adopts wire rope, and nonelastic deformation is restive;
(8) button is hung tower and is adopted the universal rod body assembly unit more, long construction period, and node is many, and installation quality is difficult to ensure.
The concrete-filled steel tubes arch bridge arch rib does not have support lifting construction method of installation, and operation is many, operating difficulties, and long construction period, and also the construction quality of each operation is difficult to guarantee.The job practices construction of adopting conventional button, hanging separately is complicated, and it is many to drop into material, and the cost height is to cause one of high major reason of the cost of arch rib installation, has directly restricted applying of large-scale steel pipe arch bridge.
Summary of the invention
The job practices that provides a kind of large-scale steel pipe arch rib simple in structure, that constructing operation is easy, cost is low, construction quality safety is more convenient for guaranteeing to install is provided at the deficiencies in the prior art.
In order to address the above problem, the technical solution adopted in the present invention is:
A kind of non-stand construction method for large bridge arch rib is characterized in: 1. detain, hang the tower unification, button is hung the anchor unification; 2. tower hinge (steel work) adopts neoprene bearing; 3. hang, detain tower wind resistance rope (pressure Tasso) and adopt steel strand; 4. button is hung the intensive work face that adopts; 5. button is hung the Suo Caiyong steel hinge line; 6. pylon adopts steel pipe support; 7. button is hung few knotted rope method that adopts.
It comprises the steps:
(1) cable being installed hangs: cable hangs by anchorage, Sarasota, the wind resistance rope, head-rope, trailer system, the order of tackling system is installed, anchorage is by underground large volume concrete structural construction, placement layer by layer, Sarasota is installed and is cooperated with tower crane, install by joint, going up most three joints establishes interim wind resistance rope and fixes, the Sarasota column foot is earlier fixed, treating that the wind resistance rope installs converts to hingedly again, and the wind resistance rope is installed with hoist engine is auxiliary, uses the hydraulic jack tensioning, head-rope adopts reciprocating type trailer system to lay, pull rope pulls with first dragline and crosses a river, and trailer system and tackling system are auxiliary by tower crane, at nearly tower place installation forming; After cable hung member and installs, 20% examination that overloads was hung, and obtains relevant parameter and does and come into operation after the corresponding improvement;
(2) rib-lifting section lift the upset and hoisted in position: rib-lifting section keep flat be transported to cable hang the below, use the suspender with the arch rib homonymy to tangle the pipe that winds up earlier, tangle lower chord tube with the opposite side suspender simultaneously, after rib-lifting section is lifted away from mode, by adjusting the lifting velocity of both sides suspender, make rib-lifting section be turned to the butt joint attitude, remove the opposite side suspender then, rib-lifting section is hung docking location with the homonymy suspender;
(3) the rib-lifting section junction button is hung: before each segment lifting, back anchor cable with this sections knotted rope hangs up properly earlier, knotted rope also is suspended on the Sarasota anchor case simultaneously, and installing the tensioning jack, rib-lifting section is drawn to the knotted rope front end on the rib-lifting section with the work hanging basket after just tying (or hinged with free bearing) with adjacent arch rib, with arch rib button point pin joint, knotted rope and back anchor cable before the classification tensioning are adjusted to desired location with rib-lifting section then, at last sling to veer;
(4) arch rib horizontal-associate hoisted in position and fixed: the arch rib horizontal-associate hangs the both sides suspender with cable and lifts simultaneously, treats behind the interface temporary consolidation sling to veer;
(5) arch rib closure: single rib closing construction mode is adopted in the arch rib closure, the preceding line style of closure to arch rib, mainly be that absolute altitude aspect and button anchor cable power are observed and analyzed, adjust the line style and the Suo Li of arch rib before the closure, closure is carried out when temperature is stablized, earlier the section of closure is hung in the neutral gear, and fixed with an end arch rib, adjust remaining neutral gear with jack again, make it reach the design width, then locking is interim connects, and welding is at last enclosed the hoop plate with remaining neutral gear polishing.
The present invention with respect to the beneficial effect of prior art is: after the present invention adopts above-mentioned job practices, reduced arch rib assembly unit place and mounting bracket, accelerated construction speed; The masts type pylon that utilizes cable to hang simultaneously carries out that arch rib installs tiltedly draws the knotted rope construction, has reduced the construction of one group of pylon and anchorage; Adopt few knotted rope job practices, the position of having reduced pylon anchor case section is reduced anchor cable quantity simultaneously; Adopt monitoring, the measuring method of once-forming, reduced arch rib installation process, loaded down with trivial details accent rope construction works has improved production efficiency, has accelerated construction speed, has guaranteed the arch rib installation quality.
Description of drawings
Below in conjunction with drawings and Examples the present invention is described in further detail, but does not constitute any limitation of the invention.
Fig. 1 buckles system general arrangement plan view;
Fig. 2 buckles system general arrangement elevation;
Fig. 3 anchorage structure elevation;
Fig. 4 anchorage construction plan view;
Fig. 5 Sarasota construction diagrams;
Fig. 6 lifts by crane tackle pulley threading conceptual scheme;
Fig. 7 arch rib lifting schematic diagram;
The loading schematic diagram is hung in Fig. 8 examination;
Fig. 9 arch rib upset schematic diagram.
Among the figure, 1,19 Bower Anchor ingots, 2,16,18 head-ropes, 3,17 back wind resistance ropes, 4 knotted rope anchor cables, 5,15 Sarasotas, 6, knotted rope before 12,7,10 arch ribs, 8 head-ropes, 9 preceding wind resistance ropes, 11 pull ropes, 13 hoisting lines, 14 rib-lifting sections, 20 tower side wind resistance ropes, 21 side windward anchor ingots, 22 arch rib side wind resistances, 23 side windward anchor ingots, 24 tower side wind resistance ropes, 25 arch rib side wind resistances, 26 head-ropes, 27 wind resistance ropes, the pre-pipe laying of 28 wind resistance ropes, 29 wind resistance cable stretching ends, anchor cable behind 30 knotted ropes, the pre-pipe laying of 31 knotted ropes, 32 back anchor cable anchor heads, 33 Bower Anchor ingot bases, 34 tower cranes, 35 Sarasota assembly unit framves, 36 are responsible for, 37 hinge casees, 38 Sarasota bases, 39 temporary consolidations, 40 tower crane bases, 41 free bearings (neoprene bearing), 42 annular operating platforms, 43 pull ropes, 44 sport cars, 45 head-ropes, 46 sport car connection cords, 47 directive wheels, 48 fixed blocks, 49 hoisting lines, 50 fly blocks, 51 hoisting lines, 52 fixed pulleys, 53 movable pulley, 54 jack lines, 55 suspension brackets, 56 concrete weight coating pieces.
The specific embodiment
The invention process example is the bridge rib-hoisting construction of Yonghe County, Nanning City.
Yonghe County, Nanning City bridge is the bridge engineering that Yong Jiang is crossed in the urban district, and main bridge is that the high lower support type concrete filled steel tube in 8～13.293m change purlin has thrust fixed-end arch structure.Its total length 398.72m, clear span 335.4m loses high 76.83m, width 3m such as one-sided arch rib only.The upper and lower chord member of arch rib cross section is the dumb-bell shape that keeps flat, and is responsible for external diameter 1220mm * 16 (20) mm, connects by sewing pipe (batten plate).The web member steel pipe is 610mm * 10mm (510 * 10).Article two, lay 16 road steel pipe support lateral ties between the arch rib.This bridge steel tube arch blank pipe weight (comprising stull) reaches 3600t.In the design every arch rib blank pipe is divided into 14 sections, so that make and install.Segment lifting weight 95t～121.5t, sections length 18.02m～37.13m.
Arch rib is led the way in main bridge south bank and is assembled into the lifting section, transports with chassis, directly passes in the lifting position between Nan Ta arrival Nan Ta and the abut top.Rib-lifting section earlier lifts shipment by upstream and downstream both sides suspender, hangs coordinated manipulation by cable again, and that implements rib-lifting section aloft perpendicularly puts upset, utilizes the traction system that the arch rib traction is put in place then and carries out installation in position.
Cable crane is by cable tower, funicular system, trailer system and rise and reassemble into; Buckling and hanging system is made up of preceding anchor system, button tower, knotted rope system, button anchor and stretch-draw corollary equipment.The Sarasota of cable crane and buckling and hanging system and button tower unification (being collectively referred to as Sarasota), and cable anchor and buckle anchor and unify (being collectively referred to as Bower Anchor), it is arranged as shown in Figure 1 and Figure 2.
Sarasota is made up of two king-posts and 6 groups of horizontal-associates, and king-post is formed totally 13 joints by 4 body of the tower steel pipes and the support of universal rod body rice word, and horizontal-associate is made up of steel pipe purlin sheet and universal rod body connecting rod.Be hinged between Sarasota and basis; The anchorage structure is a gravity, and it is arranged as shown in Figure 3, Figure 4.Main wind resistance is φ j15.24 steel strand, and front end is anchored on the Sarasota during laying, and the rear end is anchored on the Bower Anchor.Head-rope is 2 groups of 8 * φ, 56 independent wire strands, 8 sport cars, every sport car design lift heavy 45t.Traction suspender hoist engine is the 10t low speed winch, each 4 of two sides; Hoisting winding is a 8T friction-type constant force hoist engine, uses 8 altogether; The hoist engine unification is arranged in northern bank anchorage back near 1
#The pier position.
Sarasota is installed and is comprised the construction of tower hinge, body of the tower construction, interim wind resistance rope construction and horizontal-associate construction.Body of the tower is installed and is adopted tower crane and assembly unit frame coordinative construction, and the tower crane specification is 160t.m, and the assembly unit frame processes with steel pipe.It is arranged as shown in Figure 5.The installation of body of the tower first segment is installed to intersect with the tower hinge and is carried out, and the assembly unit frame is installed after the installation, and all the other sections are installed in order again.After the first road horizontal-associate has been installed, weld interim supporting steel pipe in the Sarasota assembly unit to tower hinge pre-embedded steel slab,, again the stopping means on the interim supporting steel pipe burn-on afterwards to realize the temporary consolidation of Sarasota, with the suitable bridge of restriction tower hinge steel case to the direction across bridge displacement.The Sarasota horizontal-associate is installed and is adopted the tower crane lifting, and the Sarasota assembly unit is provided with the preceding wind resistance that crosses the river when surpassing 60m, and every rising 24m arranges the front and back wind resistance again one.Two-layer wind resistance is arranged alternately during the Sarasota assembly unit, keeps one group at least.Horizontal-associate adopts the sheet lifting of single purlin to install when installing, treat two purlin sheet installations of per pass horizontal-associate, the horizontal direction universal rod body is installed is again connected, and brace is installed at last.Setting up by the trailer system traction of wind resistance steel strand finished.Install at formal wind resistance rope, after the interim constraint of tower hinge is removed, Sarasota is adjusted, make it reach the state of designing requirement.
This bridge is established two of Φ 21.5 steel cables and is made pull rope before head-rope arranges carrying out, each one of upstream and downstream, pull rope wall scroll length overall is not less than 2200m, from anchorage behind head-rope saddle race anchor on another Bower Anchor, the pull rope that sets up as head-rope.Draw with ship in the river of crossing of pull rope, finished in iceound 4～6 hours, and the pull rope exposed ways adopts and manually is deployed to along the river.
Kept navigation when head-rope set up the river, head-rope Lijiang River face guarantees at least at height more than 30 meters.Main rope cheese is placed on north and south two anchorages, and pull rope north and south comes and goes traction, drives head-rope and moves to another anchorage from an anchorage, and pull rope is capable goes, and sets up a head-rope.The head-rope laying is in proper order: two basic symmetric arrangement of cat head, a cat head wire rope sets up the cloth rope successively from a side direction opposite side.The arrow scale high measurement of article one head-rope on each king-post top adopts total powerstation to measure, and high the employing with the relative elevation of article one rope of the arrow scale of other head-rope measured, and measures to span centre by level gauge, steel ruler, people's work area hanging basket.Span centre absolute altitude in the preliminary surveying at first, according to the measurement result adjustment, up to the design elevation basically identical after fixing, span centre absolute altitude in measuring once more after fixing, up to relatively near design the time till.After wire rope all sets up and finishes, the unified wire rope absolute altitude of adjusting.The hanging basket working rope is erected to be finished after head-rope sets up.Working rope arrow degree is only controlled hanging basket track cable arrow degree, vows that the scale high measurement adopts total station survey.The adjustment of working rope arrow degree is only carried out at the anchorage place, and the span centre absolute altitude can be with the anchoring of anchorage place after up to specification in the measurement.
When trailer system and tackling system are installed, with tower crane suspender and suspender tackle pulley are hung cat head position to be installed respectively earlier, open the coaster arm-tie, be installed on the head-rope by artificial cooperation.Simultaneously traction steel rope of cable line one end is gone into hoist engine, it is standby that the other end is served cat head.The hoisting wirerope that will be pulled in cat head is then decided tackle pulley with pursuing wheel, the movable pulley wire rope handling finishes.Lifting tackle pulley threading method as shown in Figure 7.After hoisting wirerope is put on, " live in head " wire rope on the tackle pulley is led earth anchor anchoring to fixed end by pull rope, from the position that cat head is left behind and needed to suspension centre down, so far this suspension centre threading finishes with suspender.Worn other suspension centre with method, worn tackle pulley earlier, worn tackle pulley thereafter again by span centre.Work antenna hanging basket wears method and main suspension centre tackle pulley is basic identical.The suspender distribution beam places between the upstream and downstream suspension centre of the every group of suspension centre that hangs every beam sections, and the front and back suspension centre respectively is provided with a distribution beam, and its counterweight fits over down on the suspension centre, and each is realized by the concrete piece of 3.5t.The work antenna is divided into hanging basket, and because of no Rope bearing equipment, its span is big, and the consideration counterweight is 3t.
Be the structure stress of checking system under various operating modes and the operating condition of plant, guarantee that system is perfectly safe and normal operation in the rib-hoisting process, before lifting, try the work of hanging and collect the later lifting construction work of various technical datas guidances.The scheme that adopts prefabricated reinforced concrete beam hierarchical loading is hung in the funicular system examination, loads and is classified as 60% → 100% → 120% of actual lift heavy → unloading.Loading examination hangs test and will reach fully or simulate stress under the various operating modes in the rib-hoisting process substantially.Native system upstream and downstream suspender should try respectively to hang.The funicular system examination is hung scheme as shown in Figure 8.
Examination is hung to finish and can be carried out rib-hoisting.The arch rib lifting method as shown in Figure 7.
At first prepare knotted rope, the fixing cable anchoring end lies in the sections upper end, and stretch-draw end anchor is at the cat head steel anchor box, and is stressed by the adjusting of 250T vertically-displacable jack, and knotted rope is prepared to carry out in regular turn, then transports rib-lifting section.South bank rib-lifting section lifts by crane the barge of packing into piecemeal earlier by two inboard cable suspension centres, is overturn, is lifted by crane by barging to the lifting point water surface again.North bank rib-lifting section is piecemeal through southern bank arch rib 2
#, 3
#The barge of packing into is lifted by crane in the inboard lifting of sections space, is overturn, is lifted by crane by barging to the lifting point water surface again.
The hanging method of arch rib: earlier on barge, adopt at 4 and lift, in place by the aerial handing-over of the auxiliary upset of adjacent inboard suspension centre suspension centre, last vertical lifting again.The binding of suspension centre is finished jointly by lifting by crane hyte and Eight characters wind resistance group.It is shown in Figure 9 that arch rib stands up step.During concrete operations, when arch rib lifts by crane apart from 20 meters in barge face, play the outside, upstream suspension centre earlier, inboard suspension centre is stressed during less than outside suspension centre to the upstream, the inboard suspension centre of Panasonic travel when inboard suspension centre occurring tightrope phenomenon (small) being arranged, two groups of suspension centres are stressed roughly even to the upstream; The step of a loose suspension centre under the two groups of suspension centres in upstream, can be taken off the inboard suspension centre of trip by pine until arch rib more than repeating.
After each segment lifting is in place, promptly carry out knotted rope installation, anchoring and stretch-draw.Whenever partly stride monolateral arch rib and establish the formal knotted rope in four roads.Be followed successively by to span centre to abut: the 3rd sections (3
#Knotted rope), the 5th sections (5
#Knotted rope), the 6th sections (6
#Knotted rope), the 7th sections (7
#Knotted rope).Whenever partly stride arch rib and establish the interim knotted rope in three roads, be followed successively by to span centre to abut: first sections (1
#Interim knotted rope), second sections (2
#Interim knotted rope), the 4th sections (4
#Interim knotted rope).Interim knotted rope is removed and should be guaranteed to have knotted rope more than three sections at least, and the button extension order and the dismounting of knotted rope see that in proper order knotted rope is provided with sequence list.
Knotted rope is provided with sequence list and (stays 3
#, 5
#, 6
#, 7
#Knotted rope)
The Suo Li of back anchor cable equates to control according to the horizontal component of front and back knotted rope power, therefore whenever partly stride monolateral arch rib be provided with four groups after anchor cable.Before rib-hoisting, carry out installation, the anchoring of anchor cable after four groups earlier, when first section arch rib buckling and hanging corresponding back anchor cable and preceding knotted rope synchronous tension, in like manner second section corresponding anchor cable of the good post tensioning of arch rib buckling and hanging after well.
During the lifting, Sarasota and head-rope are controlled monitoring, control Sarasota maximum relative displacement is that the work sag of 10cm, head-rope is 35.9m.
Every arch rib is divided into 15 sections, after two rib-lifting sections and respective transversal contact lifting is finished, enter arch rib and close up the stage, according to temperature, absolute altitude, axis and monitoring requirement at that time, adjust the Suo Li (line style) that needs accent, after design liaison is agreed, close up, concrete operations are that the spacing that vault closes up joint is adjusted, and the back locking puts in place.
Claims (1)
1. non-stand construction method for large bridge arch rib, it is characterized in that: button, the unification of extension tower, button is hung the anchor unification, tower hinge (steel work) adopts neoprene bearing, hangs, detains tower wind resistance rope (pressure Tasso) and adopt steel strand, and button is hung the intensive work face that adopts, button is hung the Suo Caiyong steel hinge line, pylon adopts steel pipe support, and button is hung and adopted few knotted rope method, and this method comprises the steps:
(1) cable being installed hangs: cable hangs by anchorage, Sarasota, the wind resistance rope, head-rope, trailer system, the order of tackling system is installed, anchorage is by underground large volume concrete structural construction, placement layer by layer, Sarasota is installed and is cooperated with tower crane, install by joint, going up most three joints establishes interim wind resistance rope and fixes, the Sarasota column foot is earlier fixed, treating that the wind resistance rope installs converts to hingedly again, and the wind resistance rope is installed with hoist engine is auxiliary, uses the hydraulic jack tensioning, head-rope adopts reciprocating type trailer system to lay, pull rope pulls with first dragline and crosses a river, and trailer system and tackling system are auxiliary by tower crane, at nearly tower place installation forming; After cable hung member and installs, 20% examination that overloads was hung, and obtains relevant parameter and does and come into operation after the corresponding improvement;
(2) rib-lifting section lift the upset and hoisted in position: rib-lifting section keep flat be transported to cable hang the below, use the suspender with the arch rib homonymy to tangle the pipe that winds up earlier, tangle lower chord tube with the opposite side suspender simultaneously, after rib-lifting section is lifted away from mode, by adjusting the lifting velocity of both sides suspender, make rib-lifting section be turned to the butt joint attitude, remove the opposite side suspender then, rib-lifting section is hung docking location with the homonymy suspender;
(3) the rib-lifting section junction button is hung: before each segment lifting, back anchor cable with this sections knotted rope hangs up properly earlier, knotted rope also is suspended on the Sarasota anchor case simultaneously, and installing the tensioning jack, rib-lifting section is drawn to the knotted rope front end on the rib-lifting section with the work hanging basket after just tying (or hinged with free bearing) with adjacent arch rib, with arch rib button point pin joint, knotted rope and back anchor cable before the classification tensioning are adjusted to desired location with rib-lifting section then, at last sling to veer;
(4) arch rib horizontal-associate hoisted in position and fixed: the arch rib horizontal-associate hangs the both sides suspender with cable and lifts simultaneously, treats behind the interface temporary consolidation sling to veer;
(5) arch rib closure: single rib closing construction mode is adopted in the arch rib closure, the preceding line style of closure to arch rib, mainly be that absolute altitude aspect and button anchor cable power are observed and analyzed, adjust the line style and the Suo Li of arch rib before the closure, closure is carried out when temperature is stablized, earlier the section of closure is hung in the neutral gear, and fixed with an end arch rib, adjust remaining neutral gear with jack again, make it reach the design width, then locking is interim connects, and welding is at last enclosed the hoop plate with remaining neutral gear polishing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100367005A CN101476293B (en) | 2009-01-16 | 2009-01-16 | Non-stand construction method for large bridge arch rib |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100367005A CN101476293B (en) | 2009-01-16 | 2009-01-16 | Non-stand construction method for large bridge arch rib |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101476293A true CN101476293A (en) | 2009-07-08 |
| CN101476293B CN101476293B (en) | 2010-10-27 |
Family
ID=40837067
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009100367005A Expired - Fee Related CN101476293B (en) | 2009-01-16 | 2009-01-16 | Non-stand construction method for large bridge arch rib |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101476293B (en) |
Cited By (47)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101984189A (en) * | 2010-11-10 | 2011-03-09 | 中交第二航务工程局有限公司 | Construction method of large steel concrete composite multi-terrace slope skewback |
| CN101660295B (en) * | 2009-09-28 | 2011-05-04 | 中铁八局集团第一工程有限公司 | Hoisting method of arch bridge arch rib or beam body along bridge direction |
| CN102277836A (en) * | 2011-06-14 | 2011-12-14 | 中铁五局集团建筑工程有限责任公司 | Construction method of tilting concrete tower base |
| CN102493347A (en) * | 2011-12-13 | 2012-06-13 | 武船重型工程有限公司 | Method for machining and mounting flanges between sections of steel pipe arch |
| CN102720141A (en) * | 2012-07-13 | 2012-10-10 | 广东省长大公路工程有限公司 | Construction method integrating pilot rope river-crossing and traction system |
| CN102733297A (en) * | 2012-07-13 | 2012-10-17 | 福州大学 | Steel pipe concrete continuous girder bridge with no need for welding support joints and construction method thereof |
| CN102864738A (en) * | 2012-09-29 | 2013-01-09 | 中铁十五局集团第二工程有限公司 | Device and method for accelerating closure of arch ribs of arch bridge |
| CN102912730A (en) * | 2012-11-05 | 2013-02-06 | 中国铁工建设有限公司 | Hoisting construction method for single-rib closure rope of large-span reinforced concrete arch bridge |
| CN103015323A (en) * | 2012-12-19 | 2013-04-03 | 中铁十局集团第三建设有限公司 | Beam body hoisting device |
| CN103469732A (en) * | 2013-09-22 | 2013-12-25 | 中建八局第三建设有限公司 | Construction method of preformed holes for foundation bolts of bridge support |
| CN103898831A (en) * | 2014-04-04 | 2014-07-02 | 长沙理工大学 | Prefabricated assembled arch rib of ultrahigh-performance concrete and manufacturing and mounting method thereof |
| CN104652281A (en) * | 2014-12-29 | 2015-05-27 | 中铁二局股份有限公司 | External slanted type steel box arch installing method |
| CN105155424A (en) * | 2015-09-16 | 2015-12-16 | 中铁九桥工程有限公司 | Oblique pulling and buckling construction technology for arched-door-shaped steel leaning tower |
| CN105926444A (en) * | 2016-04-22 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Concrete arch bridge arching method |
| CN106284083A (en) * | 2016-08-15 | 2017-01-04 | 云南云岭桥隧科技有限公司 | Pushing tow climbs shifting formula cable crane arch bridge hanging method |
| CN106436574A (en) * | 2015-12-24 | 2017-02-22 | 中铁二局集团有限公司 | Buckle hanging method of bridge |
| CN106522105A (en) * | 2016-12-22 | 2017-03-22 | 河南省第二建设集团有限公司 | Base structure for steel bridge field installation temporary support |
| CN107354873A (en) * | 2017-08-30 | 2017-11-17 | 广西路桥工程集团有限公司 | A kind of cable hoisting and rotator construction system |
| CN108153972A (en) * | 2017-12-22 | 2018-06-12 | 腾达建设集团股份有限公司 | A kind of cable hoisting full-range analysis methods |
| CN108221694A (en) * | 2018-01-19 | 2018-06-29 | 中铁大桥局集团有限公司 | The method for installing long-span arch bridge tie-rod |
| CN108374347A (en) * | 2018-04-12 | 2018-08-07 | 中铁上海工程局集团有限公司 | A kind of high-speed railway large span cable-carried arch bridge steel lagging jack buckling and hanging system construction method |
| CN108532465A (en) * | 2018-04-20 | 2018-09-14 | 中交第三航务工程局有限公司 | A kind of construction method of Through Steel case arch bridge |
| CN108894510A (en) * | 2018-08-14 | 2018-11-27 | 中国铁建大桥工程局集团有限公司 | Large Diameter Pipeline spacing gradient cam combination arch rib manufacturing construction method |
| CN109137745A (en) * | 2018-10-22 | 2019-01-04 | 四川路桥华东建设有限责任公司 | A kind of construction method doubling as buckling and hanging system dorsal funciculus using end bay pressure Tasso |
| CN109235269A (en) * | 2018-09-29 | 2019-01-18 | 中铁建大桥工程局集团第工程有限公司 | A kind of steel box arch rib buckling and hanging method construction method of installation |
| CN109306657A (en) * | 2018-11-05 | 2019-02-05 | 中国石油天然气集团公司 | A kind of pipeline suspension crossing wind resistance system |
| CN109853394A (en) * | 2019-03-25 | 2019-06-07 | 安徽省路港工程有限责任公司 | Arch bridge cable hoisting tower button integrated construction engineering method |
| CN109898421A (en) * | 2019-02-19 | 2019-06-18 | 广东省交通规划设计研究院股份有限公司 | The wind resisting structure and wind resistance method integrally promoted for steel case arch rib |
| CN109914261A (en) * | 2019-04-09 | 2019-06-21 | 中铁十八局集团第二工程有限公司 | Double four purlin basket type steel truss of rib encircle closure construction method |
| CN110130200A (en) * | 2019-06-04 | 2019-08-16 | 中国铁路设计集团有限公司 | A kind of CFST Arch Bridge |
| CN110230262A (en) * | 2019-05-31 | 2019-09-13 | 中铁五局集团有限公司 | Basket type steel pipe arch bridge main arch rib semi-monolithic hoisting structure and interconnection method |
| CN110396943A (en) * | 2019-08-22 | 2019-11-01 | 中铁二十局集团第三工程有限公司 | The Deck Arch Bridges construction segmented movement of steel arch-shelf and Lift-on/Lift-off System and method |
| CN110512533A (en) * | 2019-09-29 | 2019-11-29 | 广西路桥工程集团有限公司 | A kind of CFST Arch Bridge initial stress automatic monitoring and control system |
| CN111074786A (en) * | 2020-01-19 | 2020-04-28 | 四川路桥华东建设有限责任公司 | Method for reducing pipe orifice installation dislocation of arched head section and embedded section of steel pipe |
| CN111455810A (en) * | 2020-05-12 | 2020-07-28 | 云南交投集团云岭建设有限公司 | Construction method for main body structure of steel box tied arch bridge |
| CN111593671A (en) * | 2020-06-05 | 2020-08-28 | 广西交科集团有限公司 | Telescopic full-automatic movable transverse connection device and construction method thereof |
| CN111877160A (en) * | 2020-06-05 | 2020-11-03 | 广西交科集团有限公司 | Telescopic semi-automatic movable transverse connection device and construction method thereof |
| CN112320615A (en) * | 2020-11-12 | 2021-02-05 | 武汉市市政建设集团有限公司 | Installation method of wide cable crane |
| CN112411394A (en) * | 2020-12-07 | 2021-02-26 | 中铁二十局集团第五工程有限公司 | Method for hoisting cable of half-through type space Y-shaped steel box arch bridge |
| CN112411342A (en) * | 2020-12-16 | 2021-02-26 | 昆山同济市政工程有限公司 | Construction method of prefabricated steel box girder pedestrian landscape bridge |
| CN112681150A (en) * | 2020-12-29 | 2021-04-20 | 安徽省路桥工程集团有限责任公司 | Prefabricated hoisting system for box-type arch bridge and construction method |
| CN113250067A (en) * | 2021-05-26 | 2021-08-13 | 中电建十一局工程有限公司 | Flying swallow through-type steel pipe concrete tied arch bridge main side arch construction method |
| CN113605253A (en) * | 2021-09-17 | 2021-11-05 | 中电建十一局工程有限公司 | Cable-stayed buckling and hanging linear control installation construction method for large-span steel tube arch bridge |
| CN113668391A (en) * | 2021-08-03 | 2021-11-19 | 中交路桥建设有限公司 | Double-width arch rib synchronous installation method of half-through steel box basket arch bridge |
| CN115600468A (en) * | 2022-11-09 | 2023-01-13 | 广西路桥工程集团有限公司（Cn） | Optimization calculation method for skew-pulling buckling of arch bridge by considering nonlinear effect |
| CN115992490A (en) * | 2023-03-23 | 2023-04-21 | 中铁十七局集团第五工程有限公司 | Pouring construction method for cable-stayed buckling hanging cantilever of large-span concrete arch bridge |
| CN117776001A (en) * | 2024-02-26 | 2024-03-29 | 贵州省公路工程集团有限公司 | Suspension bridge pin joint type sling lifting system and installation method |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101117795A (en) * | 2007-08-29 | 2008-02-06 | 中铁大桥局股份有限公司 | Mounting method for steel case basket arch single-frame segment |
| CN100582372C (en) * | 2007-12-04 | 2010-01-20 | 中铁大桥局股份有限公司 | Multi-arch bridge rib vertical turning technical method |
-
2009
- 2009-01-16 CN CN2009100367005A patent/CN101476293B/en not_active Expired - Fee Related
Cited By (64)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101660295B (en) * | 2009-09-28 | 2011-05-04 | 中铁八局集团第一工程有限公司 | Hoisting method of arch bridge arch rib or beam body along bridge direction |
| CN101984189B (en) * | 2010-11-10 | 2012-08-22 | 中交第二航务工程局有限公司 | Construction method of large steel concrete composite multi-terrace slope skewback |
| CN101984189A (en) * | 2010-11-10 | 2011-03-09 | 中交第二航务工程局有限公司 | Construction method of large steel concrete composite multi-terrace slope skewback |
| CN102277836A (en) * | 2011-06-14 | 2011-12-14 | 中铁五局集团建筑工程有限责任公司 | Construction method of tilting concrete tower base |
| CN102493347A (en) * | 2011-12-13 | 2012-06-13 | 武船重型工程有限公司 | Method for machining and mounting flanges between sections of steel pipe arch |
| CN102493347B (en) * | 2011-12-13 | 2013-08-14 | 武船重型工程股份有限公司 | Method for machining and mounting flanges between sections of steel pipe arch |
| CN102720141A (en) * | 2012-07-13 | 2012-10-10 | 广东省长大公路工程有限公司 | Construction method integrating pilot rope river-crossing and traction system |
| CN102733297A (en) * | 2012-07-13 | 2012-10-17 | 福州大学 | Steel pipe concrete continuous girder bridge with no need for welding support joints and construction method thereof |
| CN102733297B (en) * | 2012-07-13 | 2015-10-14 | 福州大学 | A kind of concrete filled steel tube continuous girder bridge exempts from welding support node and construction method thereof |
| CN102720141B (en) * | 2012-07-13 | 2015-08-19 | 广东省长大公路工程有限公司 | Guide cable crosses the river construction method integrated with Traction sysytem |
| CN102864738B (en) * | 2012-09-29 | 2014-08-27 | 中铁十五局集团有限公司 | Device and method for accelerating arch bridge arch rib folding |
| CN102864738A (en) * | 2012-09-29 | 2013-01-09 | 中铁十五局集团第二工程有限公司 | Device and method for accelerating closure of arch ribs of arch bridge |
| CN102912730A (en) * | 2012-11-05 | 2013-02-06 | 中国铁工建设有限公司 | Hoisting construction method for single-rib closure rope of large-span reinforced concrete arch bridge |
| CN103015323A (en) * | 2012-12-19 | 2013-04-03 | 中铁十局集团第三建设有限公司 | Beam body hoisting device |
| CN103469732B (en) * | 2013-09-22 | 2015-07-15 | 中建八局第三建设有限公司 | Construction method of preformed holes for foundation bolts of bridge support |
| CN103469732A (en) * | 2013-09-22 | 2013-12-25 | 中建八局第三建设有限公司 | Construction method of preformed holes for foundation bolts of bridge support |
| CN103898831B (en) * | 2014-04-04 | 2016-05-18 | 长沙理工大学 | Prefabricated assembled arch rib of ultrahigh-performance concrete and manufacturing and mounting method thereof |
| CN103898831A (en) * | 2014-04-04 | 2014-07-02 | 长沙理工大学 | Prefabricated assembled arch rib of ultrahigh-performance concrete and manufacturing and mounting method thereof |
| CN104652281A (en) * | 2014-12-29 | 2015-05-27 | 中铁二局股份有限公司 | External slanted type steel box arch installing method |
| CN105155424A (en) * | 2015-09-16 | 2015-12-16 | 中铁九桥工程有限公司 | Oblique pulling and buckling construction technology for arched-door-shaped steel leaning tower |
| CN106436574B (en) * | 2015-12-24 | 2018-12-21 | 中铁二局集团有限公司 | A kind of button hanging method of bridge |
| CN106436574A (en) * | 2015-12-24 | 2017-02-22 | 中铁二局集团有限公司 | Buckle hanging method of bridge |
| CN105926444A (en) * | 2016-04-22 | 2016-09-07 | 中铁二院工程集团有限责任公司 | Concrete arch bridge arching method |
| CN106284083A (en) * | 2016-08-15 | 2017-01-04 | 云南云岭桥隧科技有限公司 | Pushing tow climbs shifting formula cable crane arch bridge hanging method |
| CN106522105A (en) * | 2016-12-22 | 2017-03-22 | 河南省第二建设集团有限公司 | Base structure for steel bridge field installation temporary support |
| CN107354873A (en) * | 2017-08-30 | 2017-11-17 | 广西路桥工程集团有限公司 | A kind of cable hoisting and rotator construction system |
| CN108153972A (en) * | 2017-12-22 | 2018-06-12 | 腾达建设集团股份有限公司 | A kind of cable hoisting full-range analysis methods |
| CN108221694A (en) * | 2018-01-19 | 2018-06-29 | 中铁大桥局集团有限公司 | The method for installing long-span arch bridge tie-rod |
| CN108221694B (en) * | 2018-01-19 | 2019-06-21 | 中铁大桥局集团有限公司 | The method for installing long-span arch bridge tie-rod |
| CN108374347A (en) * | 2018-04-12 | 2018-08-07 | 中铁上海工程局集团有限公司 | A kind of high-speed railway large span cable-carried arch bridge steel lagging jack buckling and hanging system construction method |
| CN108532465A (en) * | 2018-04-20 | 2018-09-14 | 中交第三航务工程局有限公司 | A kind of construction method of Through Steel case arch bridge |
| CN108894510A (en) * | 2018-08-14 | 2018-11-27 | 中国铁建大桥工程局集团有限公司 | Large Diameter Pipeline spacing gradient cam combination arch rib manufacturing construction method |
| CN109235269A (en) * | 2018-09-29 | 2019-01-18 | 中铁建大桥工程局集团第工程有限公司 | A kind of steel box arch rib buckling and hanging method construction method of installation |
| CN109235269B (en) * | 2018-09-29 | 2020-05-01 | 中铁建大桥工程局集团第一工程有限公司 | Steel box arch rib buckling and hanging method installation and construction method |
| CN109137745A (en) * | 2018-10-22 | 2019-01-04 | 四川路桥华东建设有限责任公司 | A kind of construction method doubling as buckling and hanging system dorsal funciculus using end bay pressure Tasso |
| CN109137745B (en) * | 2018-10-22 | 2020-06-23 | 四川路桥华东建设有限责任公司 | Construction method for using side span tower pressing cable as back cable of buckling and hanging system |
| CN109306657A (en) * | 2018-11-05 | 2019-02-05 | 中国石油天然气集团公司 | A kind of pipeline suspension crossing wind resistance system |
| CN109898421A (en) * | 2019-02-19 | 2019-06-18 | 广东省交通规划设计研究院股份有限公司 | The wind resisting structure and wind resistance method integrally promoted for steel case arch rib |
| CN109898421B (en) * | 2019-02-19 | 2021-08-24 | 广东省交通规划设计研究院股份有限公司 | Wind-resistant structure and wind-resistant method for integrally lifting arch rib of steel box arch bridge |
| CN109853394A (en) * | 2019-03-25 | 2019-06-07 | 安徽省路港工程有限责任公司 | Arch bridge cable hoisting tower button integrated construction engineering method |
| CN109914261A (en) * | 2019-04-09 | 2019-06-21 | 中铁十八局集团第二工程有限公司 | Double four purlin basket type steel truss of rib encircle closure construction method |
| CN110230262A (en) * | 2019-05-31 | 2019-09-13 | 中铁五局集团有限公司 | Basket type steel pipe arch bridge main arch rib semi-monolithic hoisting structure and interconnection method |
| CN110130200A (en) * | 2019-06-04 | 2019-08-16 | 中国铁路设计集团有限公司 | A kind of CFST Arch Bridge |
| CN110396943A (en) * | 2019-08-22 | 2019-11-01 | 中铁二十局集团第三工程有限公司 | The Deck Arch Bridges construction segmented movement of steel arch-shelf and Lift-on/Lift-off System and method |
| CN110396943B (en) * | 2019-08-22 | 2024-02-27 | 中铁二十局集团第三工程有限公司 | Steel arch segmental moving and hoisting system and method for upper bearing arch bridge construction |
| CN110512533A (en) * | 2019-09-29 | 2019-11-29 | 广西路桥工程集团有限公司 | A kind of CFST Arch Bridge initial stress automatic monitoring and control system |
| CN111074786A (en) * | 2020-01-19 | 2020-04-28 | 四川路桥华东建设有限责任公司 | Method for reducing pipe orifice installation dislocation of arched head section and embedded section of steel pipe |
| CN111455810A (en) * | 2020-05-12 | 2020-07-28 | 云南交投集团云岭建设有限公司 | Construction method for main body structure of steel box tied arch bridge |
| CN111593671A (en) * | 2020-06-05 | 2020-08-28 | 广西交科集团有限公司 | Telescopic full-automatic movable transverse connection device and construction method thereof |
| CN111877160A (en) * | 2020-06-05 | 2020-11-03 | 广西交科集团有限公司 | Telescopic semi-automatic movable transverse connection device and construction method thereof |
| CN112320615A (en) * | 2020-11-12 | 2021-02-05 | 武汉市市政建设集团有限公司 | Installation method of wide cable crane |
| CN112320615B (en) * | 2020-11-12 | 2023-02-03 | 武汉市市政建设集团有限公司 | Installation method of wide cable crane |
| CN112411394A (en) * | 2020-12-07 | 2021-02-26 | 中铁二十局集团第五工程有限公司 | Method for hoisting cable of half-through type space Y-shaped steel box arch bridge |
| CN112411394B (en) * | 2020-12-07 | 2022-03-04 | 中铁二十局集团第五工程有限公司 | Method for hoisting cable of half-through type space Y-shaped steel box arch bridge |
| CN112411342A (en) * | 2020-12-16 | 2021-02-26 | 昆山同济市政工程有限公司 | Construction method of prefabricated steel box girder pedestrian landscape bridge |
| CN112681150A (en) * | 2020-12-29 | 2021-04-20 | 安徽省路桥工程集团有限责任公司 | Prefabricated hoisting system for box-type arch bridge and construction method |
| CN113250067A (en) * | 2021-05-26 | 2021-08-13 | 中电建十一局工程有限公司 | Flying swallow through-type steel pipe concrete tied arch bridge main side arch construction method |
| CN113668391A (en) * | 2021-08-03 | 2021-11-19 | 中交路桥建设有限公司 | Double-width arch rib synchronous installation method of half-through steel box basket arch bridge |
| CN113605253A (en) * | 2021-09-17 | 2021-11-05 | 中电建十一局工程有限公司 | Cable-stayed buckling and hanging linear control installation construction method for large-span steel tube arch bridge |
| CN115600468A (en) * | 2022-11-09 | 2023-01-13 | 广西路桥工程集团有限公司（Cn） | Optimization calculation method for skew-pulling buckling of arch bridge by considering nonlinear effect |
| CN115600468B (en) * | 2022-11-09 | 2023-08-22 | 广西路桥工程集团有限公司 | Optimization calculation method for cable-stayed buckling of concrete filled steel tube arch bridge by considering nonlinear effect |
| CN115992490A (en) * | 2023-03-23 | 2023-04-21 | 中铁十七局集团第五工程有限公司 | Pouring construction method for cable-stayed buckling hanging cantilever of large-span concrete arch bridge |
| CN117776001A (en) * | 2024-02-26 | 2024-03-29 | 贵州省公路工程集团有限公司 | Suspension bridge pin joint type sling lifting system and installation method |
| CN117776001B (en) * | 2024-02-26 | 2024-05-03 | 贵州省公路工程集团有限公司 | Suspension bridge pin joint type sling lifting system and installation method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101476293B (en) | 2010-10-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101476293B (en) | Non-stand construction method for large bridge arch rib | |
| CN103088750B (en) | Especial-big span suspension bridge of uniparted hyperboloid space rope net main cable and construction method thereof | |
| CN101864737B (en) | Secondary vertical rotating construction method for arch rib of long-span steel arch bridge | |
| CN202090286U (en) | Traction system suitable for self-anchored type double cable plane suspension bridge | |
| CN101418543B (en) | Self-anchored rope-suspension bridge inclined drawing construction method | |
| CN101525865B (en) | Extroversive posture adjusting method for steel box arch rib section | |
| CN103321416B (en) | Construction method for prestress of cable-stayed grid structure | |
| CN107447665B (en) | A kind of laying method of self-anchored suspension bridge construction cat road carrying rope | |
| CN108374347A (en) | A kind of high-speed railway large span cable-carried arch bridge steel lagging jack buckling and hanging system construction method | |
| CN104328740A (en) | Large-span steel tubular arched bridge vertical rotation construction and linear control method | |
| CN203080400U (en) | Extra-large span suspension bridge with uniparted hyperboloid space cable net main cables | |
| CN109853393A (en) | A kind of the hanging cable construction system and its construction method of king-tower vertical transfer cable-stayed bridge | |
| CN101487234B (en) | Construction method for transverse beam hoisting in-position of arch first and beam late tied-arch bridge | |
| CN105586832A (en) | Suspension type catwalk surface net mounting system | |
| CN101787677B (en) | Method for erecting girder of suspension bridge by double-hoisting hydraulic NC (numerical control) cable crane | |
| CN103132702A (en) | Longspan pipe truss pulling bar lifting and overhead rotating emplacing construction method | |
| CN114182647A (en) | Construction method for lifting and rotating weak arch | |
| CN207032062U (en) | Tower with suspended cable available for Large-span Steel Box Beam construction | |
| CN105888227A (en) | Ultrahigh horn-shaped steel structure exterior facing construction platform, equalizing beam for construction and construction method of ultrahigh horn-shaped steel structure exterior facing construction platform | |
| CN102061681B (en) | Fixed dual-hoisting point cantilever track type joist truss installing method | |
| CN205529915U (en) | Ladder type masts type hangs pieces together loop wheel machine | |
| CN113235435B (en) | Cable-first beam-second self-anchored suspension bridge system conversion construction method | |
| CN201362571Y (en) | Equipment of cross beam for hoisting arch-first and girder-late tied bars arch bridge | |
| CN209779465U (en) | main tower erects cable-stay bridge's string cable construction system that changes | |
| CN201530682U (en) | Hoisting device suitable for hoisting steel box girder |
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 | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20101027 Termination date: 20210116 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |