CN101476293A - Non-stand construction method for large bridge arch rib - Google Patents

Non-stand construction method for large bridge arch rib Download PDF

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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
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China
Prior art keywords
rib
tower
rope
arch rib
lifting
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CNA2009100367005A
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Chinese (zh)
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CN101476293B (en
Inventor
谭立心
王中文
谢希凡
余甦
毛志坚
钱亮
刘宏波
冯炳生
钟建锋
卓文泽
程建阳
李彦军
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广东省长大公路工程有限公司
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Publication of CN101476293A publication Critical patent/CN101476293A/en
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Publication of CN101476293B publication Critical patent/CN101476293B/en

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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

Non-stand construction method for large bridge arch rib
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.
CN2009100367005A 2009-01-16 2009-01-16 Non-stand construction method for large bridge arch rib CN101476293B (en)

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