CN101379246A - Single span suspended deck arch bridge - Google Patents
Single span suspended deck arch bridge Download PDFInfo
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- CN101379246A CN101379246A CNA2007800047843A CN200780004784A CN101379246A CN 101379246 A CN101379246 A CN 101379246A CN A2007800047843 A CNA2007800047843 A CN A2007800047843A CN 200780004784 A CN200780004784 A CN 200780004784A CN 101379246 A CN101379246 A CN 101379246A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D1/00—Bridges in general
- E01D1/005—Bowstring bridges
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- 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
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
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Abstract
Single span arch bridge, of suspended deck type, with foundations onshore, fit to cross bodies of water also very large (> 3 km) . Buoyant foundations and antidrift diaphragms make it insensitive to the possible soil liquefaction. Buildable in cantilever mode and self-supporting, then without scaffoldings nor stays and provisional poles and without resorting to underwater operations. A preferential but not exclusive architectural modality provides the balancing of the thrusts by means of ties independent from the deck, obtaining then, in this way, a tied arch bridge. Clusters of jacks placed in the key induce a permanent and variable constraint condition, fit to optimize in real time the stress condition of the bridge, which then behaves as an intelligent structure. The presence of several structural tensioned components as ties, vertical strings and bracings predisposes the structure to a selective use of innovative materials of very high mechanical properties, very light, resistant to fatigue and to the aggressiveness of the environment, free from maintenance .
Description
Technical field
The present invention relates to Structural Engineering-civilian construction-suspension cable arch bridge.
Background technology
With regard to the situation of prior art, 500 meters of several large spans (〉 are arranged as everyone knows) viaduct build up; They mainly are suspension bridges, and suspension bridge is 1000 meters of span maximums (〉 in all bridges) a kind of bridge.In described suspension bridge, only there is minority to be designed to allow train current, but wherein only have four---and these four not in the bridge of the maximum of described bridge---really to realize current (the Tagus Bridge of Lisbon, 1013 meters of the spans of train; The Bay Bridge west section in San Francisco, 704 meters of spans; The Tsing Ma Bridge in Hong Kong, 1377 meters of spans; A bridge among the Japan Seto-Ohashi System, 1100 meters of spans).As for the train that travels on these bridges also all is light rail (about 500 tons, 5000 tons of the heaviest by contrast goods trains).Representative ground, the Akashi Kaikyo Bridge of Japan, 2000 meters of main span degree, the longest in the world suspension bridge does not just allow train to pass through.
Also only build up some considerably less spans in addition and be about 500 meters long-span arch bridge, yet up to the present all less than the span of the suspension bridge of maximum.As for cable stayed bridge, their maximum span is about 1200 meters (this bridge does not allow train to pass through for spit of fland nine bridges in Hong Kong, 1177 meters of spans).The building mode of cable stayed bridge must mean that whole bridge floor is in the stress state of axial compressive force.Before being that the span centre place connects, described bridge floor has transversely unstable problem, and the big more horizontal instability problem of span is serious more, therefore is built into very large span and is a problem very much, unless implement dual bridge floor, one of principal character of the present invention that Here it is.
Also built up some cantilever bridges, wherein a Zui Da cantilever bridge has about 750 meters maximum span (Tappan Zee Bridge).The building structure of cantilever bridge means in each span central authorities and all exists length to account for the simple element that supports that is subjected to of the remarkable ratio of whole span.
If the final modification of cable stayed bridge just in (if described element is than whole span much shorter) then its not like this, same, if be to relax to some extent, it also has the described shortcoming of aforementioned bridge.Therefore, for very large span, cantilever bridge shows following problem:
---the mode similar cantilever bridge used with cable stayed bridge shows the same problem of cable stayed bridge, and because span lacks continuity, otherwise cable stayed bridge has the successional feature of span, so circumstances what is worse, is subjected to the simple central member that supports can't be competent at the task of the potential transverse instability of its cantilever of balanced support.
---in addition, for very large span, described central member will have surprising length, if do not allow to use the cripple that hinders navigation, then this will mean sizable installation difficulty.Their all potentiality have been excavated probably so can infer cantilever bridge few in number.Therefore do not advise more that the cantilever bridge construction is had very big single span.Below be maximum cantilever bridge:
Tappan Zee Bridge (USA New York)-736 meter: highway
Quebec Bridge (Quebec, CAN)-549 meter: highway and railway;
-521 meters of Forth Bridge (Britain Scotland FOX river): railway;
-501 meters of Commodore Barry Bridge (U.S. Delaware river): highway;
-480 meters of Greater New Orleans Bridge (U.S. New Orleans): highway;
-457 meters of Howrah Bridge (India Calcutta): highway (railway was also arranged in the past).
As for arch bridge, maximum arch bridge is as follows:
Lu Pu bridge (Chinese Shanghai)-550 meter: suspension cable arch bridge, highway;
Sydney Harbour Bridge (Sydney, AUS)-530 meter: suspension cable arch bridge, highway and railway (light rail);
New River Gorge Bridge (w.va.)-510 meter: spandrel-braced arched bridge: highway.
Summary of the invention
According to main modification of the present invention, described structure is made up of two paired, flat, vertical, parallel arches.In two arches each all has special hinge at the span centre place, hinge is equipped with several groups of fixed hydraulic jack that apply lasting variable level thrust in corresponding arch, and described horizontal thrust is come balance by the horizontal tensile force that equates that acts on the inter-tie that is positioned on the bridge floor height.Thrust on the core members height can be regulated according to the changeability that is mainly the disposal load of train and wind by the special-purpose feedback control system of real-time effect, to obtain the optimization of pressure line, is the moment of flexure that reduces in the skewback of arch specifically.
The system of plate of the vertical and level of slit and shear pin is equipped with, it hindering the horizontal relative displacement between the semiarch respect to one another on the described core members, and allows generation with the vertical relative displacement of level with jack can only be applied and encircle the horizontal force of coplane in core members.
Second modification provides the installation of jack in the tie-rod end, therefore be installed in encircle identical height on.In this case, on core members, be defined as structure continuity, make that producing inner moment of flexure in described core members is created in outer bend stress on the tie-rod with balance by the tensile force of jack.With regard to hinge, can without departing from the present invention it be contemplated multiple shape.Yet what need indicate is that described hinge is made up of the hinge of two separation, and the corresponding arch of hinge rotates in core members thereby the end of arch can only be wound transverse to the horizontal axis of bridge.The montant of the Zhi Chenging following bridge floor that is suitable for bearing compressive force and arch is connected to 1/4th places that are positioned at span centre and span easily, and the obstruction bridge floor is potential in top offset, thereby avoid the increase of aeroelasticity unstability (swing), and integrate by the similar inhibition that vertical suspension cable applied that hinders to bottom offset.Therefore obtain drag overall, in contrast, in suspension bridge, can not eliminate above-mentioned distortion the large deformation that causes owing to change of shape.
Bridge floor separated into two parts, a direction part, each part all are positioned in the vertical projection of arch and by the vertical suspension cable supporting that is fixed to described arch up.This dual the setting allows easily two arches to be separated with the span that the obtains bridge ratio with the total length of bridge, thereby guarantees to be suitable for the whole lateral force rigidity through wind-engaging and earthquake.
Preferred but nonrestrictive solution imagination, each of two bridge floors all separate on two height, last one highly the place be used for vehicle and the next one highly locates to be used for train.First system by the lateral support member that is connected with two arches, be arranged on the horizontal plane and second system that is connected with two bridge floors and the 3rd system that preferably vertically arch is connected to bridge floor, guarantee the whole lateral stiffness of bridge at 1/4th places of span centre and span.
Two paired, parallel bridge floors self that supported by two supporting linear beam extend on the coast, and the parallel and level of approximation of described linear beam also forms the structure continuity of corresponding arch, and they engage by the mode of described structure with continuity.The planar horizontal supporting member of bridge floor also can extend to these continuous beams, but there is no need.In their end, the support continuous beam with length of suitable and remarkable percentage that account for span of arch degree is fixed to big vertical underground anchor hawser, and anchor hawser is realized the counterweight effect and is to adopt the building mode of proposing required.
Two arches are shelved on four points of skewback under partly that are positioned at described arch, Yi Bian two points on the bank.Therefore whole mechanism has eight strong points, four points near the bank with supporting arch four o'clock outer ends at four continuous beams.
According to preferred but not exclusive mode, the present invention is provided with antidetonation bracing or strutting arrangement (isolator) :-directly on base portion, being provided with and strengthening neoprene support member or like accordingly with reinforcing technique, four support members under the skewback of arch are the same with four support members that are provided with under continuous beam also to be like this: eight antidetonation support members altogether.All seismic isolation of total have been realized like this.
Under the situation of looseness of soil,, it equals to act on pressure on the described plane in the lithostatic pressure power on the base portion level if because geological process and easily by fluidization, hollow buoyancy base portion can be set then, making in the middle of using.This means and hinder the vertical displacement of base portion in fluidization soil.At last, in order to hinder drift (horizontal movement) by buoyancy base portion that wind-force caused that after earthquake, may occur and then total, be provided with the vertical dividing plate in plane of the profile that limits two buoyancy base portions at least, it is positioned under the Last skewback of every limit bank.Thereby described dividing plate should extend to the depths arrive can not fluidised soil place and with the enough length that can fix insert described can not fluidised soil in.
Vertical gap in the level of outer arch of the level of base portion and structural support between the arch makes guarantees to have sufficient tolerance limit can enter with guarantor and installations.So next, this gap is often also corresponding with the height of the isolator that preferably becomes multirow to be provided with, so separate to guarantee that the possibility of being constructed by people and equipment is arranged, this mainly is at when for example scrapping or being destroyed isolator partly or entirely being removed.
For this purpose, all be equipped with one group on each base portion encircles outside it vertical dimension is little but the vertical stroke jack (dull and stereotyped jack) of the weak point that potential energy is very big, it places on the top of support member is enough to guarantee to be easy to make described jack to contact with the interior arch of described support member.Allow total to promote one period in fact unlimited time period when they work simultaneously, so allow removal and change the isolator that does not re-use, and reduce the state that total makes the normal use of its recovery at last gradually.
The thrust of arch is come balance by the parallel tie-rod of level fully, and tie-rod can be one or more, preferably but without limitation encircles two for each, and tie-rod is independent of bridge floor and is fixed on the skewback place of described arch.
Make up according to following key step, described be structured in two sides each carry out on the bank and often carry out synchronously:
-making up the base portion of underground anchor hawser, arch and possible anti-drift dividing plate, dividing plate is being generally can not needing under the situation of fluidised soil of rock.In the back in this case, base portion can be solid rather than hollow.
-scaffold is installed so that make up continuous beam.
-installation isolator and dull and stereotyped jack.
-mode by various weight lift technique with sections makes up continuous beam, may be used in combination at present and can promote and deliver the heavy-lift helicopter of 20 tons of weight.Total optimization logic at cost can advise designing the Mini Tele-Copter that big prospect is arranged equally.The bridge floor that is attached to continuous beam makes up in continuous beam simultaneously.
-installation is suitable for hindering by wind-induced, superstructure (beam and the arch) retainer with respect to base portion, horizontal and/or length travel on the outer arch of base portion, and explain in detail to it the back.
-with cantilever mode synchronously segmental make up semiarch, engage on core members until semiarch.
Counterweight and leverage by continuous beam and anchor hawser can be implemented this building mode, and this building mode also is a principal character of the present invention.
Relate to the balance of the strong turning torque that is caused by the effect of the semiarch under cantilever mode then, the effect of general semiarch can be far longer than the stabilization of having only continuous beam, therefore needs the counterweight effect in conjunction with vertical anchor hawser and possible base portion weight.
Preferred but the not exclusive modes of emplacement of sections is to provide their operation by the crane that moves certainly that moves on the frame that is positioned on the outer arch of semiarch and continuous beam.
Can directly promote on the coast and come from the sections of possibility near the prefabricated place of continuous beam setting.Avoided all navigations to disturb like this.
-lateral support member that connects two paired arches is installed synchronously, described supporting member is prefabricated on the coast and be assembled between the continuous beam.
Described installation is characterised in that supporting member feeding one by one, and described supporting member sidepiece is provided with and is being fixed to advance on the frame of arch motor-driven from moving pinion.
This mode of operation (frame-pinion) is to come from the technical transform that is applied to the industrial top act type drill rig of offshore oil.
The cripple of-taking-up continuous beam, described beam self-supporting.
-several groups of jack of installation and slotted plate in core members.
According to aforementioned modification: structure continuity and jack is installed in core members at place, tie-rod end.
-vertical suspension cable is installed, this installation is operated by the interim winch that moves on the interior arch of semiarch.
-install and to be equipped with terminal tie-rod, tie-rod from pull-up on the bank, is remained on tie-rod by vertical suspension cable and to connect like level and be in certain altitude so that can not disturb navigation.
-tie-rod is fixed to the anchor point of corresponding setting on the skewback of arch is vertical.
-to alleviate the deadweight of tie-rod near vertical suspension cable (also may be some vertical suspension cables) sagging by interim.
-by starting jack tensioning tie-rod, the thing followed is that the moment of flexure that acts on the skewback place of arch reduces and produces the lasting compression reaction force that acts on the continuous beam end.
Described tensioning is progression, with by possible interim one-sided stop device verification with guarantee the design attitude of described structure with respect to base portion.This effect can be carried out by aforesaid interim retainer.By means of lasso and perpendicular nail at its top end fixedly during the interim stage of length before the isolator, described retainer also plays the described structure of balance can slidablely act on isolator.
This has obvious elongation by tie-rod and causes, because described tie-rod length is very big, makes the displacement of support member on isolator can be far longer than the height of described isolator.The aggressive bend of the isolator that is caused by horizontal frictional force can cause with the effect of described isolator not in tune subsequently, can thoroughly weaken described frictional force coated with the lubricious material layer by interior arch with support member, the lubricious material layer has suitable thickness and very little friction factor, as preferred but nonrestrictive " Teflon (teflon) ".
By means of lasso isolator is fixed to stacked horizontal supporting surface, described lasso is arranged on the top of described isolator and by vertical bolt, vertical bolt penetrates described surface and upwards gos deep in the support member of bridge.
Remove interim retainer.
Action is slowed down and is removed anchor hawser, because caused and the compression reaction force guaranteed makes anchor hawser ineffective by the dauer effect power of jack.
The releasing of anchor hawser will be acted with caution, because possible soil fluidization meeting is transferred to continuous beam with the weight of hawser and its anchor ball, and then transfers to the buoyancy base portion, also should consider the weight of this increase during design buoyancy base portion.In addition, it is also meaningful to assess the pros and cons of this possibility.
-by suitably assemble the sections that upgrades from the barge of parking near the bank in conjunction with action bridge floor is installed by means of winch with from what move crane, described sections hook link vertical suspension cable and by welding or upward bolt be fixed to mounted bridge floor.Also can guarantee the water body navigation like this, in this course.
-be that mode that arch provides is installed the transverse horizontal supporting member that connects two bridge floors synchronously to be similar to.
The bridge floor that directly supports by vertical suspension cable by arch and the bridge floor that is arranged in the continuous beam and supports by continuous beam on 26S Proteasome Structure and Function continuously.According to preferred but not exclusive modification, the effect of bridge floor and tie-rod are different on the whole, so the main supporting device that is independent of as a whole as bridge floor promptly encircles the same with continuous beam, bridge floor must be independent of tie-rod, therefore, thus, described bridge floor must longitudinally stretch to avoid unconfined and vertically move, but because described bridge floor just has the fixed point in described beam inside, so only exist owing to different thermal expansions causes possible relative length travel.
-tie-rod weight is transferred to the support bar that is positioned at the special use on the bridge floor sidepiece from interim cable, support bar is equipped with and is suitable for controlling and keeps tie-rod and can not produce the mounting and the lasso of irregular restraint forces in tie-rod and bridge floor.
-anti-swing arm is installed.
-structure is connected to the slope of existing highway and rail facility.
-final facility and rail are set, test bridge and open to traffic.
Description of drawings
Can better explain the present invention by accompanying drawing now, accompanying drawing illustrates the optimal way of some actual enforcements, these preferred actual embodiments always can be realized some technology or constructional modification simultaneously without departing from the present invention only as example but not provide with restrictive one.
In the described accompanying drawing:
Fig. 1 is the lateral view that bowstring arch bridge is shown.The upper right side illustrates the modification of continuous beam, and it inserts in the tunnel and does not have counterweight.
Fig. 2 illustrates the vertical view of the bowstring arch bridge of Fig. 1.Axis of symmetry left side illustrates the outer arch of structure, and axis of symmetry right side illustrates bridge floor, supports horizontal supports and two continuous beams in corresponding tunnel of vertical suspension cable and described bridge floor.
Fig. 3 is the sectional view that the bowstring arch bridge of drawing according to the AA cross section of Fig. 1 and Fig. 2 is shown.
Fig. 5 illustrates the general sectional view of one of two bridge floors, and this figure has amplified the details among Fig. 3.
Fig. 5 (2) illustrates two modes that helicoid is connected with Fig. 5 (3).
Fig. 4,6,7,8,9,10 illustrates main supporting construction (arch and continuous beam), bridge floor is inner and described bridge floor on be independent of other important cross section of the structure etc. of supporting construction.
Figure 11 illustrates the stress state that produces owing to the power S that is caused by jack in structure, described jack causes balance tensile force equal on the tie-rod and the compressive force on the core members.Show the vertical reaction force of equal and opposite in direction, opposite in sign in addition, it acts on the support member and whole machine balancing is incorporated into constraints on the total by jack.
Figure 12,13,14 illustrates the embodiment (floatage-type) of the antidetonation counterweight base portion that places the continuous beam end, and the embodiment that described base portion is connected to the device (by strengthening isolator and the anchor hawser that neoprene or equivalent material are made) of described beam.
Figure 15 illustrates isolator and the dull and stereotyped jack layout on encircleing outside base portion.
Figure 16,17, the 18 schematically illustrated modification (floatage-type modification) that are inserted in the main antidetonation base portion between base portion and the described structure, the modification of described main antidetonation base portion mainly are made up of the isolator made from reinforcement neoprene or equivalent material.Figure 16,17,18 also illustrates anti-drift dividing plate and interim retainer.
Figure 19 illustrates the suggestion arrangement of vertical anti-drift dividing plate.
Figure 20 be illustrated in the cantilever mode promptly without under the situation of scaffold by the structure that moves the semiarch that crane carries out certainly that is arranged in two sequential positions (not being simultaneously).
Figure 21 and Figure 22 illustrate and are suitable for being equilibrated to act on some interim prestressing force ribs of the powerful bending force on the semiarch during the cantilever mode structure semiarch.This alternative scheme can reduce the weight of described semiarch, and reuses described interim rib finishing the structure of semiarch, semiarch after the connection on the core members, follow-up stretching action on tie-rod and pressure line optimization subsequently jointly.So, preferred but and without limitation, the rib of removal can reuse as the vertical suspension cable that is used for supporting member and tie-rod.Press the logic of selective reinforcement, if use new material can mean that total significantly lightens on the whole to described rib.
Figure 23 to Figure 27 illustrates the installation of the supporting member of semiarch, it is prefabricated in work-yard on the coast, be equipped with motor-driven pinion, these pinions can be arranged on the frame on the semiarch inboard progress with the sections structure of described semiarch at some and synchronously move voluntarily and advance.
Figure 28 to Figure 31 illustrates the feature of slotted plate, described plate on the core members to hinder semiarch vertical and horizontal relative translation between in opposite directions the end in described core members, simultaneously described plate permission level vertical promptly with the relatively rotating of the end of encircleing parallel plane relative translation and semiarch.All these make the jack that is arranged in the core members can cause required constraints, mainly are to change the horizontal axial clearance between the semiarch end.
Figure 29 and Figure 30 illustrate the configuration of the jack group that is arranged in the core members.
Figure 32 and Figure 33 illustrate the alternative that is exclusively used in jack with appropriate state, and the control of relative displacement in the core members is shown, and have therefore cancelled slotted plate.
Figure 34 and Figure 35 illustrate the installation that moves supporting member certainly of bridge floor, implement described installation in the mode that is similar to the semiarch supporting member of having described.
Figure 36 and Figure 37 illustrate the tie-rod mounting means by means of reel and guiding rope.
Figure 38 to Figure 40 illustrates the structure of the jack group that is arranged on the tie-rod end of modification according to the present invention.
Figure 41 and Figure 42 illustrate the fixed form of tie-rod end.
Figure 43 and Figure 44 illustrate the sections structure of the bridge floor of finishing by barge and the sections hook of bridge floor are linked the corresponding vertically mode of suspension cable, and barge is docked in the bank and carries described sections.Sections promoted and moves up along arch in the bridge floor that has built up from barge linked the final position at vertical suspension cable place by hook by moving the easy synergy of winch certainly up to them, then by welding, go up bolt or other equality operation is connected to sections on the bridge floor that has built up.And other construction step, up to building up described bridge floor.
Figure 45 to Figure 48 is illustrated in the bar at 1/4th places of span centre and described span, and described bar is inserted between arch and the bridge floor with in conjunction with the effect of vertical suspension cable and then reach the purpose of the described bridge floor swing of balance.
Figure 49 to 54 illustrates from structure construction to its test, the open key step of traffic.
The specific embodiment
In more detail: with reference to figure 1 and Fig. 2, synthetic structure mainly is made up of following: semiarch 1; Continuous beam 2; Bridge floor 3, it links semiarch 1 by means of vertical suspension cable 4 hooks; And tie-rod 5, it is arranged to highly identical with bridge floor 3 and is fixed to the skewback of semiarch 1 with its end 6.Described structure can be extended being positioned on the helical form slope 7 at continuous beam 2 ends places, so that road driveway and rail are connected to the infrastructure of similar existence, the form on slope 7 be preferred but also not exclusive.Described structure optimization but not exclusively by being arranged on promptly main base portion 8 of on the bank base portion and 9 supports of outer base portion, use hollow buoyancy base portion and/or use solid base portion supports in modification in modification, these two all is provided on the outer arch by strengthening neoprene support parts or like 10 (vibration isolator).
The anchor hawser 11 that is arranged on continuous beam 2 ends during described semiarch makes up with cantilever mode to making significant contribution with the stability that balances each other of toppling of the system of making by described continuous beam 2 and semiarch 1.
May have the natural highland 12 near described structure, it is convenient to continuous beam 2 is extended in the highland 12 by means of tunnel 13; Substitute anchor hawser 11, tunnel 13 can provide suitable reaction force.
Preferred but not exclusive structure at the arch bridge shown in Fig. 1 and Fig. 2 is divided into two arches 1, described arch 1 be flat, vertical and parallel, be arranged side by side, far apart on the height of supporting hinges 14, and has hinge 15 at the core members place, supporting member 16 is connected this two confessions 1 with 16 ', be configured as truss-like structure or light-duty class case shape structure or other shape.
In described beam, bridge floor 3 extends to spirality slope 7 always.In brief, total can be supported on a plurality of base portions with eight points, all these base portions all on the coast, every side has four on the bank, wherein two 14, two on hinges that are used for the skewback place of semiarch 1 are used for the hinge 17 at place, continuous beam 2 ends.
Two bridge floors 3 that are connected with 56 ' by supporting member 56 are supported by vertical suspension cable 4 by arch 1; Therefore described bridge floor is arranged in the vertical projection of described arch 1, and bridge floor is from the slope 7 of extending and reach Fig. 5 (2) and Fig. 5 (3) in continuous beam 2 then, and Fig. 5 (2) and Fig. 5 (3) illustrate some modes that bridge floor 3 are connected to existing infrastructure.
According to preferred but not exclusive structure, described bridge floor 3 is made by the class case shape structure that is supported to inside shown in Figure 10 as Fig. 5, and Fig. 5 to Figure 10 relates to: the AA on semiarch 1, BB, CC cross section; DD cross section on support member 14; EE cross section on continuous beam 2; And the FF cross section on support member 17.
Fig. 5 to Figure 10 illustrates the position of travelling load, and highway travelling load 18 is travelled on the outer arch of bridge floor 3, and railway travelling load 19 is travelled on the interior arch of described bridge floor 3.
Fig. 3 to Fig. 5 illustrates vertical suspension cable 4 that supports bridge floor 3 and the position that is arranged on the lateral support member 66 ' at span centre and span 1/4th places.
Fig. 6 illustrates in advance with supporting member 16 and some details of 56 in greater detail among the figure below.
With regard to static aspect, all come balance by the motive force that bridge floor 3 and relevant travelling load 18 and 19 are incorporated in the arch 1 by inter-tie 5, according to the preferred but not exclusive modification of this bowstring arch bridge, the static load that tie-rod 5 can also balance be caused by the deadweight of described arch 1.
Therefore, so just can avoid bridge floor 3 to bear significant lasting horizontal axis power.
Alternatively, if go for as three hinged arch---two hinges 15 (the corresponding arch of hinge) are promptly arranged in core members; At one two hinges 14 (the corresponding arch of hinge) are arranged on the bank; And another pair hinge 14 arranged on the bank relative---characteristic, hydraulic jack that can be by enough potential energy is arranged after tie-rod 5 is installed or equality unit cause the horizontal force in core members 15 so.As shown in figure 11, this horizontal force comes balance by the equal-sized pulling force that acts on the tie-rod 5.So just can obtain pressure line more placed in the middle, the powerful moment of flexure on the skewback that acts on arch 1 that especially can reduce to cause by the deadweight of encircleing 1.
Hydraulic jack or equivalent system can work in hinge 15 consistently and insert the integral system that extends to whole bridge with the sensor or the miscellaneous equipment that are used for the structural entity monitoring, so that the stress condition optimization that dynamic equilibrium external force is changed, external force is mainly caused by differential settlement or other environmental factors of travelling load, wind, earthquake, thermal change, material creep, soil.
Figure 12 to Figure 14 illustrates the embodiment of the base portion counterweight that is equipped with anchor hawser 11, and anchor hawser 11 supports at continuous beam outer end place and/or keeps continuous beam 2, and states beam in this place and be connected to slope 7.Illustrate in addition be mounted to before tie-rod works, to come balance by wind-induced possible vertically and/or the interim retainer 20 of lateral drift, owing to the temporary condition that may occur overall structure is slided above isolator, so the top place of isolator at them is not fixed on the structure by nail and ring.
Application according to the base portion counterweight of this mode is preferred but nonrestrictive, it is compound anchors to the counterweight effect of underground vertical anchor hawser 11 by spherical parts 21, spherical parts is realized with the cement mortar of injecting the suitable quantity and the degree of depth by known technology, one of base portion 9 shown in the figure is a hollow buoyancy base portion, but be similar to substantially be applicable to can not fluidised soil normally rock and the solid base portion that is provided with.
Figure 15 illustrates the diagram of the isolator 10 that is supported by footing 22, and isolator 10 limits profile by lasso 23 at the top, and lasso 23 is fixed on the interior arch place of structural support by the perpendicular nail 24 that penetrates flat board 25.The height of described footing 22 depends on by the optimum height of isolator 10 with to the actual needs of free space between the arch in arch and the structure outside base portion.Be plugged with the dull and stereotyped jack 26 in a row regularly that supports by footing 27 between the isolator 10 in a row regularly.The top of figure shows state in the use and the bottom illustrates the operation that the effect by dull and stereotyped jack promotes bridge.
Figure 16 to Figure 18 illustrates the embodiment of hollow buoyancy base portion 8, and hollow buoyancy base portion 8 is by the part of direct supporting arch 1 of the supporting hinges of being realized by isolator 10 14 (Fig. 1) and continuous beam 2.The vertical dividing plate 28 that limits the profile of hollow buoyancy base portion 8 only is used for described buoyancy base portion, 28 anti-drift actions of dividing plate and insert can not fluidised soil 29 in.Interim retainer 20 also is shown among the figure, and its effect had been described in the front.
Figure 19 illustrates the scheme of eight base portions, and these eight base portions comprise main base portion 8 and outer base portion 9, wherein has two main base portions 8 to limit profile by anti-drift dividing plate 28.Water body 30. is shown between base portion 8
By moving the mode that crane 32 promotes, shifts and sections 31 is installed certainly, crane 32 was equipped with the pivoted arm that makes crane 32 can promote prefabricated subsection from the prefabricated place adjacent with continuous beam 2 when Figure 20 was illustrated in and makes up semiarch 1 with cantilever mode.Described crane 32 moves on the frame 33 on the outer arch that is installed on continuous beam 2 and semiarch 1.
The optimal way of this installation sections is avoided the influence to navigation.
Figure 21 illustrates first kind of configuration of prestressing force cable 34, and cable 34 extends upwardly to the outer end 35 and the tensioning and fixing easily of the sections 36 of last installation.The 37 cable length differences of extending from common end.Obviously, the longest cable extends upwardly to the core members 15 of arch from common end 37.
Figure 22 illustrates second kind of configuration of prestressing force cable 38, and cable 38 is fixed to the end 39 of specific sections 40 and has the additional extension 41 of cable, and this additional extension 41 extends to whole next sections 42 and is connected to the anchor device 39 of last sections 40.Being connected to 39 of anchor devices means and has used the specific engagement part that can implement with known technology.
For respectively for the proposed way shown in Figure 21 and Figure 22, can imagine and obtain, after tie-rod 5 is strained, under the situation of removing cable, can be vertical suspension cable that supports bridge floor 3 and the parts that are used as the horizontal supports 56 ' (Figure 34 and Figure 35) of oblique tie-rod to these cables recyclings.
Figure 23 to Figure 27 illustrates the embodiment that articulates the installation of supporting member 16 and 16 ' between semiarch 1, described supporting member 16 and 16 ' is formed between the continuous beam 2 on the coast in advance, supporting member 16 and 16 ' side are equipped with the pinion 43 that activates by the motor 44 coaxial with described supporting member (being preferably electronic), and supporting member 16 and 16 ' moves forward along frame 45, thereby in the process of advancing, make near the end of the semiarch 1 that they can arrange, guarantee the permanent whole invigoration effect of described semiarch 1 like this, so that also balance wind action better in the process that makes up described semiarch with cantilever mode.
In addition, (each reach operation and next the reach between the operation) must be provided with temporary fastening device between pinion 43 and semiarch 1.After joint in core members was finished at semiarch and semiarch, this fixing operation played the qualification effect.
Figure 28 to Figure 31 illustrates the preferred and nonrestrictive embodiment of the hinge 15 that is arranged on the core members.As illustrating, if it is also like this that jack 46 is installed in described core members by Figure 29 and Figure 30.
Each of two paired hinges 15 is all formed by the fixing and vertical plate 47 that is connected with semiarch 1 and by the system that secondary hinge 49 is hinged to the level board 48 of semiarch 1.Described plate all is equipped with slit 50 and cylindrical pin 51 and the mode that cooperates according to convex-concave couples.
Notch board is double-deck, is equipped with slit 50 and does not have pin 51; Flange is single and is equipped with pin 51, but do not have slit 50.Described pin enters slit and does not have lateral clearance, can stop the possible relative displacement horizontal with respect to described slit like this.Therefore, be equipped with the vertical plate 47 of horizontal slot can stop in double-strand chain 15 relative vertical displacement between two ends of semiarch 1 toward each other.
Be equipped with the level board 48 of cannelure to stop relative horizontal cross displacement in a similar manner.Like this, be subjected to the domination of slot length, relative horizontal length travel keeps free, and slot length has set the upper limit for described displacement, with such indirect control system bar in tension force and the stroke of the jack of elongation coordinate mutually.Equally, by means of the secondary hinge 49 that is used for being equipped with level board 48, keep free around relatively rotating also of transverse horizontal axis, the configuration of this and all slits adapts.Allow double-strand chain 15 to play the effect of hinge like this, make the gained pressure line in core members, occupy the center.Pin 51 bears by the caused shearing force of the relative displacement that is hindered by described pin.The end of described pin is equipped with and makes them be configured as the head 52 of king-bolt, so especially can reduce the gap between described head and the described plate.
Often cause transverse to the horizontal force of bridge by wind etc., hindered around the relatively rotating of vertical axis of semiarch 1 end, because by means of the different horizontal longitudinal thrust that jack 46 has caused in each of double-strand chain 15, this thrust is enough to cause the moment of reaction with the moment opposite in sign that is caused by outside lateral force.
Figure 29 and Figure 30 illustrate the configuration of jack 46, and jack 46 is arranged in the double-core spare 15 and is inserted in the system of slotted plate 47 and 48, and described jack is incorporated into the control action of the pressure state of the described plate in the core members.Described slotted plate guarantees that mainly jack can be in the state that only causes axial force, and lateral force then directly self is come balance by slotted plate.Selected preferred but nonrestrictive configuration makes two groups of bottle formula jack be arranged to level, vertically and along the state that parallels to the axis, each group is used for one of every pair of semiarch 1.The push rod 53 of jack acts on the relative semiarch 1 by the end 54 of jack.Therefore, what relate to is independently two groups, and each double-strand chain 15 uses one group.Can make each single jack all be independent of all other jack by this way then, make it possible to the part and integrally arbitrarily adjust the with joint efforts total of two groups of jack.
So, specifically, two groups of jack can produce two different power simultaneously, this situation for cause in core members can balance wind the moment of lateral force be necessary.
Therefore, on the same group, can make the power between the different jack produce difference, make that specifically, the power at arch place is different from the power at interior arch place outside, so can reduce relatively rotating in core members between the semiarch 1.
In addition, the overall quantity of jack has enough redundancies, and this can solve because some described jack possible fault when malfunctioning.Jack quantity among Figure 29 and Figure 30 is symbolistic.And, can suppose a kind of mode that substitutes fully, the jack of easy structure is all transferred in the whole controls that promptly allow to remove all slotted plates and relative displacement that will be in core members uniquely.All these come specific implementation by the convenient system of being made up of several right jack 55 of fork, are provided with in the vertical mode of part of horizontal part as Figure 32 and jack shown in Figure 33 55.
The main task of described two jack is different to cause that horizontal resistance stops relative level and vertical displacement by the stroke that makes corresponding push rod easily.
Figure 34 and Figure 35 illustrate the motor-driven installation that moves supporting member 56 and 56 ' certainly of planar horizontal of bridge floor 3, and described installation realizes to be similar to the supporting member embodiment that is applicable to semiarch 1.Equally in this case, prefabricated on the coast and assembling of described supporting member and the installation progress by frame 57 and motor-driven pinion 43 and bridge floor 3 synchronously are sent to top position.
Figure 36 and Figure 37 illustrate the mode by means of reel and guiding rope installation tie-rod.Figure 36 illustrates the reach of the tie-rod 5 of guiding rope 58 tractions that are wound onto on the reel 59, described tie-rod is little by little emitted from the reel 60 that places continuous beam 2 next doors, to opening 61 inner deflections, insertion is by in the tunnel shown in Figure 38 to Figure 40 62, traction is to the outside of encircleing 1, hook is linked vertical suspension cable 4 and is progressively delivered to opening 63 forward, is fixed to yoke 64 and 65 then as shown in figure 37 successively in opening 61 and 63.
Figure 38 to Figure 40 illustrates the alternative that is used for the tie-rod tensioning and in use controls described stretching.Jack group 46 is installed in the end of tie-rod 5, and the end 6 of tie-rod is fixed to yoke 64, and push rod 53 directly acts on the yoke 64.The number of the bottle formula jack shown in the figure only is symbolistic, and can have sufficient redundancy.
Yet, described alternative mean in core members structure continuously (cancellation hinge 15) or as Figure 29 have other and organize jack to shown in Figure 33.Therefore in the end in this case, two jack replenishment systems are arranged, part in core members 15 and part at 6 places, end of tie-rod.The thing followed increases Operating Complexity can come balance by the more effective reaction of system.
Described jack group is contained in and is arranged on semiarch 1 sidepiece and roughly is positioned in the opening 61 on the vertical position of supporting hinges 14.After installing, jack just can carry out tensioning in described opening 61.Each tie-rod 5 only is provided with one group of jack.After follow-up bridge floor 3 was installed, along on the whole open length tie-rod 5 being placed on the transmission arm 66 that protrudes upward from described bridge floor 3, the stronger deadweight that can alleviate described tie-rod like this was sagging.
All these make the effect of jack more effective, thereby significantly reduce the required power of elastic elongation of the regulation that obtains tie-rod 5.
The end 6 that Figure 41 and Figure 42 illustrate tie-rod 5 is fixed to the mode that is arranged on the yoke 65 in the opening 63.
Figure 43 and Figure 44 illustrate bridge floor 3 installations by the assembling of sections 67.
By counterweight fork 70 each sections is mentioned from being docked near bank 69 barges 68, counterweight fork 70 is promoted by the winch 71 that moves on the interior arch of the bridge floor of having built up.Described winch self poisoning is on the position of distributing for described sections 67 vertical, take sections 67 and discharging pallet 70 away on the outer arch of bridge floor 3 and at the crane 72 that moves certainly that coupling of vertical suspension cable 4 moved between the position, fork 70 is repositioned at barge 68 tops to carry out the next round operation.
Figure 45 to Figure 48 illustrates lighter bar 73, and lighter bar 73 is hanging to semiarch 1 and insert from the coaxial cavity 74 that the outer arch of bridge floor 3 protrudes upward the bottom.Have the gap that holds calibrating spring 75 between lighter bar lower end and cavity bottom, calibrating spring 75 makes by the potential axial force that causes to top offset of the bridge floor that comes from swing and can transfer to gradually on the bar, thereby can stop above-mentioned swing by this way.
Just beginning under the situation of swinging, described bar plays the effect of depression bar, therefore needs suitable supporting member 76 to overcome transverse instability.Under the situation that does not have swing, described bar only bears the tensile force that is caused by deadweight, because described bar only hangs on the top.
As has been described, vertical suspension cable 4 stops the downward displacement that is caused by swing.
As shown in figure 48, described bar is arranged on span centre, promptly in each side of core members and near on the position of described core members, and 1/4th places of span.
Tie-rod 5 also helps to hinder swing by transmission arm 66, because the tensile force on the tie-rod is bigger stronger and modulus of elasticity tie-rod is higher.
Figure 49 to Figure 54 in chronological order and the building mode of arch bridge is shown with main aspect.This structure often carries out on the bank synchronously and symmetrically two.In more detail:
Figure 49 be illustrated in that each often carries out simultaneously on the bank by the main base portion shown in Figure 16 to Figure 18 with by the structure of the base portion counterweight shown in Figure 12 to Figure 14.
Figure 50 illustrates the attached extension of bridge floor 3 and the structure of continuous beam 2.
Figure 51 illustrates the structure of the cantilevered semiarch 1 that carries out to mode shown in Figure 22 with Figure 20.
Figure 52 illustrates with the mode semiarch 1 that is suitable for avoiding any interference to the navigation in the water body 30 and they and closes and the enforcement and the installation of balance jack in described core members of vertical suspension cable 4 to the connection in the core members 15, also has the installation of tie-rod 5 in addition.
Figure 52 also shows the configuration of bridge, wherein at tie-rod by being installed in the core members 15 (perhaps according to aforementioned alternative, be installed in an end of tie-rod) jack tension after be in final adjustment state, and be held in the horizontal adjustment state by the vertical suspension cable 4 installed in this or interim approaching vertical suspension cable, interim approaching vertical suspension cable is suitable for alleviating sagging that the deadweight of tie-rod 5 causes in described tie-rod in stage.
Figure 53 illustrates the structure with the bridge floor 3 that has been carried out by means of sections 67 by the mode shown in Figure 43 and Figure 44, and at the structure on the helical form slope 7 at place, bridge end.
Similarly mode allows to promote and arrange horizontal supports 56 and 56 ' (Figure 34 and Figure 35) so that itself and bridge floor 3 coplanes with same step.Realized the sections 67 of bridge floor 3 be bonded with each other (Figure 43) with same step, so described bridge floor is made into whole and is connected to horizontal supports 56 and 56 '.
Figure 54 illustrates the arch bridge that has completed, and it will prepare to accept test and open to traffic at rail and as road surface, railing, light pole, various technical infrastructures etc. after final facility installation.
Claims (25)
1. the possibility that has the viaduct of in fact unlimited single span, no interim support member during making up is making up and do not disturbing navigation between the operating period, and---also comprising the heaviest train---can opposing traffic to be suitable for making train.
2. according to claim 1, in fact the unlimited size of single span degree and the harmony between the Deformation control, described distortion comprises the distortion that is caused by the aeroelasticity unstability, with described train in the scope of the value of out-of-date coordination, and described train also comprises the heaviest described train, and can travel along both direction simultaneously; The distortion of bridge floor is the linear elasticity distortion, because the size of arch, vertical suspension cable and bridge floor itself is abundant, makes predeformation can be included in the preset range; The described before performance very different with suspension bridge is opposite, suspension bridge bears the power that can cause moderate finite deformation in supporting cables inevitably, therefore can mean especially that bridge floor is in unfavoured state (excessively local dip) under described effect, often make the railway load concentration, on some bridge, can travel the light-duty train, also on suspension bridge, not run train up to now.
3. as described in claim 1 and 2, select the urgency of single span suspended deck arch bridge; If main target is to cross over the very large water body be in territory, earthquake region doughtily and make the heaviest train bridge of opposing traffic simultaneously, then overhead single span suspended deck arch bridge may be realized this purpose really; On the contrary, for any other viaduct solution, this possibility is all doubtful, has got rid of multispan degree elevated structure before, because it is often incompatible with navigation; In addition, in earthquake zone occurred frequently, may be connected to the underwater movement tomography that distributes and exist, overhead solution is likely unique feasible program again.
4. single span degree bridge, it has actual unlimited span, does not have the aeroelasticity unstability, be not easy to take place moderate finite deformation, do not change, be suitable for allowing the heaviest train current with form, can build without scaffold, anhydrous operation down and interference navigation never in any form, and shatter-proof; In any case, span greater than 3 kms still means the obstruction of existence to navigation, but, actual unlimited span is by means of realizing by a kind of support arcs structure, described support arcs structure is extended on the coast by beam, described beam again by vertical anchor hawser in the end of described beam counterweight temporarily or for good and all; Obviously the support member of single span degree can be arranged on the bank; Described arch bridge must be the suspension cable type and be preferably balanced thrust; Described bridge floor is by the vertical suspension cable of straight line or near vertical suspension cable and hook is linked described arch, and preferably the thrust of the described arch of balance do not had contribution; Only relate to the elastic deformation that causes by the axial force in described arch and described vertical suspension cable, and do not relate to real alteration of form (moderate finite deformation), can not cause the aeroelasticity unstability.There is not bigger distortion (in suspension bridge, can not guarantee) to guarantee that automatically train and big in any case travelling load are current;
Because therefore described arch can not have to build described arch under the situation of scaffold on the coast continuously with described continuous beam by the vertical anchor hawser counterweight built up earlier; Described arch is to build with the continuous cantilever mode of described continuous beam and by winch promotes from the bank work-yard by means of moving certainly of advancing on the outer arch of described continuous beam and described arch progression sections and with the end of building up part that described sections is placed on described arch;
Can be with the specific installation that but realize described possible tie-rod all the time with the compatible mode of navigation; During whole engineer construction, can also guarantee the availability of water body in this way.
5. implement as the method for the cantilever construction of counterweight on the coast, make it possible at no scaffold or do not use under the situation of prop and jury strut with the described arch of self-supporting mode construction.
6. the seismic resistance of assurance structure---specifically be arch structure---in the support member, the appropriate device (isolator) that is used for the filtering taphrogeny makes full use of the powerful inertia of described structure self; Because by the filter action of having described that the specific device (isolator) between described base portion and the described structure produces that is inserted in, each parts that therefore is included in described base portion top are regarded as promptly mainly comprising that imperceptible surpassing of the total of described arch, tie-rod, bridge floor and continuous beam sets in advance or level (fluctuation) vibrations of controlled a certain threshold value;
Different for suspension bridge, the wave filter of suspension bridge can be arranged between tower and the column foot rather than support the master between the anchor block and soil of hawser, therefore cancelled this function of described anchor block, and cancelled remarkable reduction and forced the restriction of intervening validity in advance;
As for vertical (heave (sussultatory)) earthquake, just known former thereby say their dangerous much smaller than horizontal earthquake, and they oneself convert the axial force that acts on the arch to indirectly in domes, and arch is particularly suited for easily bearing described power.
7. provide hollow buoyancy base portion in order to offset by seimic soil fluidization, that is, the lithostatic pressure power on the skewback height of described base portion of making is approximately equal to the pressure below described base portion; Described in this way bridge does not have vertical displacement (sink or deviate from) on the whole after the soil fluidization.
8. under fluidization situation as claimed in claim 7, in order to offset the total drift that the powerful horizontal or vertical wind-force by producing that can take place causes after earthquake suitably vertical dividing plate is set, described dividing plate limit the profile of some selected buoyancy base portions and penetrate into can arrive can not fluidised soil the degree of depth; Preferably but without limitation, below described arch and at relative two base portion places on the bank, be provided with.
9. the vertical short stroke jack of big potential energy is arranged and may promote total by several groups, described jack is arranged on the outer arch of described base portion and is inserted in the middle of the isolator so that obtain to replace the possibility of described isolator.
10. single span degree bridge as claimed in claim 4, but it is characterized in that described bridge is divided into by lateral support member arch that connect, flat, vertical, parallel;
And support two coplane straight line parallel bridge floors by vertical suspension cable, described two bridge floors laterally connect by horizontal support structure, the corresponding direction of each bridge floor; All extend on the bank as each arch as described in the claim 4; This building structure gives very large span effective especially and in fact indispensable for whole lateral stiffness for same.
11. as claim 4 and 10 described single span degree bridges, but it is characterized in that, almost described continuous beam is inserted in the huge highland that is provided with near described arch at one of two banks, making then no longer needs anchor hawser, and described anchor hawser is substituted by the equivalent reaction force against the described continuous beam of tunnel top that wherein is provided with described beam and bottom.
12. as claim 4 and 10 described single span degree bridges, but it is characterized in that, described bridge is equipped with horizontal longitudinal tie rod, the corresponding one or more described tie-rods of each described arch, described tie-rod is suitable for the thrust of balance as the described arch of three hinged arch use, the previous remodeling of the skewback of described arch is configured as hinge again, and may be equilibrated at the counterweight of described continuous beam end; Therefore the weight that causes described thrust is the integral body deadweight of described single span degree and the whole show load that is supported by described span.
13. according to modification of the present invention, described bridge floor plays the effect of tie-rod.
14. single span degree bridge as claimed in claim 12, but it is characterized in that, has the hydraulic jack that is installed in the described core members, described jack produces the horizontal thrust of being offset by the power that equates on described tie-rod with balance with lasting and controllable mode, so that make pressure line have optimum shape, especially reduce in the moment of flexure at the skewback place of described arch and guarantee be arranged at lasting compressive force on the base portion at place, described continuous beam end.
15. single span degree bridge as claimed in claim 14, but jack also is installed at place, described tie-rod end simultaneously or only jack is installed at described tie-rod portion place; Last this situation means that the structure in described core members is continuous.
16. can take place unlike suspension bridge, although this building structure has the ability that size can be eliminated the phenomenon of the possible aeroelasticity instability (swing) of bridge floor very greatly; This mainly is because the potential inhibition to bottom offset of prevention bridge floor of vertical suspension cable, and in fact described suspension cable is fixed to up can not deformed configurations, i.e. arch; Alternatively hinder the potential in top offset of described bridge floor by the vertical depression bar that is arranged on span centre and described 1/4th places of striding, described depression bar one end is fixed and the other end is equipped with vertical slip but stroke is subjected to the fully hinge of restriction.
Do not have contribution 17. the preferred but not exclusive modification according to the present invention, bridge floor are determined to the thrust of bearing arch, described thrust is come balance by tie-rod fully and only; Be independent of continuous beam on the described bridge deck structure, in described continuous beam described bridge floor can with only with in described beam one in unique constraint have mutually that coordinated mode moves so that it is visible but be not the relative horizontal movement that is caused by thermal expansion to hinder naked eyes.
18. method that the segmental of implementing to encircle makes up, because making the segmental of arch make up as the installation of tie-rod, vertical suspension cable and bridge floor sections, described method can under the situation of not disturbing the water body navigation, carry out, its reason is to use the removable lifting appliance on the outer arch that is arranged on described arch, may be subjected to being used to transporting the help of barge of the sections of described arch and described bridge floor at the most, but therefore the bank that described barge can be stopped does not have the remarkable interference for the water body practicality; Be different from suspension bridge herein, the structure of suspension bridge means, the operation of described sections being mentioned from barge for the installation of the bridge floor of building for segmental must be positioned on final position vertical of described bridge floor self, prolongs navigation inevitably and disturbs.
19. the pre-assembling on the coast by described supporting member with and with the synchronous progression process mounting arch of the process of corresponding construction and the supporting member of bridge floor, by means of the suitable combination of motor-driven pinion and frame, described pinion is bonded on the sidepiece of described supporting member and described frame is respectively fixed to the inboard of described arch and described bridge floor.
20. with regard to constructional materials, except that common material, also may use new material as the composition material of stiffening member (arch, bridge floor, supporting member) with aramid fiber or carbon fiber are used for the tension element of anchor hawser, tie-rod, vertical suspension cable and supporting member;
All these have indirect advantage, described advantage mainly but be not uniquely bridge integral body lighten reduce seismic forces, bigger antifatigue and decay resistance then, especially the rapid decline to marine environment and maintenance cost has positive role.
21., therefore engineering structures is had to be suitable for the external force variation of any kind is made the feature of " intelligence structure " of dynamic response because system integrate sensor, watch-dog, actuator (be mainly be installed in the core members and/or in the hydraulic jack at place, tie-rod end) thereby obtain the homeostasis system.
22. single span degree arch bridge, but wherein, structure with cantilever mode segmental self-supporting combines with the use of dismountable prestressing force cable, described cable is suitable for balance deadweight moment of flexure, and will encircle in core members, engage and the tensioning tie-rod after can for example vertically reuse in the other parts of the described structures such as tension element of suspension cable and supporting member.
23. as each described single span degree bridge in the claim 4,10,14, wherein claimed whole preferred building structure is divided into following chief component:
-actual unlimited two the tied arches of single span degree;
The continuous beam of-described arch;
-at the counterweight base portion at described continuous beam end place;
-do not bear the doube bridge face of the thrust of described arch;
The vertical suspension cable of the described bridge floor of-support;
The tie-rod of the thrust of the described arch of-balance;
-in the continuous annular ramp in the place, end of continuous beam;
-at the antishock device at the place, end of the skewback of described arch and described continuous beam;
-being installed in the plate of the slotted vertical and level in the core members, described plate is combined with shear pin, is suitable for stoping generation level and vertical relative displacement in described core members between the semiarch toward each other;
-in order to be controlled at the tensile force on the described tie-rod and the balance jack of real-time optimization pressure line;
-having the monitoring system of sensor, described monitoring system control wherein contains the actuator of balance jack;
-be configured as expediently and can bear the fluidised base portion of possible soil.
24. as each described single span degree bridge in the claim 4,10,14, wherein claimed following main building mode (arranging in chronological order):
-make up the anchor hawser/counterweight of the base portion and the described continuous beam of described arch on the coast;
-make up described continuous beam;
-do not have cripple or any kind of support member help, navigation disturb, simultaneously by means of outer arch at described arch under operation and the situation of moving winch certainly that described sections is promoted from the bank work-yard, make up described semiarch with self-supporting cantilever mode segmental and in core members, engage until them;
-between described continuous beam, synchronously make up to engage on the coast form move the supporting member framework certainly, the pinion that on two frames, moves is being equipped with on the sidepiece of described framework, during making up described arch, in advance described frame is fixed to described arch, and the structure of described pinion and described arch advances on affiliated frame synchronously.
-for real-time optimization pressure line dynamically, balance jack is installed with the described tie-rod that stretches;
The vertical suspension cable of described bridge floor is supported in-installation;
-(possible, according to preferred but not exclusive mode) described tie-rod is installed, avoiding interference navigation, and described installation is by means of interim approaching vertical suspension cable and vertical suspension cable by means of guiding rope and coiling and unwinding reel in described installation;
-strain described tie-rod by balance jack, so that by means of making described tie-rod be in level near vertical suspension cable;
Certainly the winch that the moves of-form that provides by the sections that is similar to described arch comes segmental that described bridge floor is installed, but described sections is mentioned from the barge that rests in the bank;
-by the frame-pinion system that provides for described arch the horizontal supports of described bridge floor is installed;
-installation rail and final facility;
-make up the slope to connect existing utility;
-test and open to traffic.
25. because described structure and building thereof is outstanding, therefore be suitable for physical environment support, and think because the existence of hanging garden and hotel activity may increase outstanding potential quality and attraction as rally place and any kind recreation.
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| ITMO2006A000039 | 2006-02-07 | ||
| ITMO20060039 ITMO20060039A1 (en) | 2006-02-07 | 2006-02-07 | SINGLE-WAY BRIDGE, ALSO OF GREAT LIGHT, LOW-BOW ARCH, SUITABLE FOR THE TRANSIT OF THE MOST HEAVY TRAINS, COMPLETELY ISISMICALLY INSULATED, INSENSITIVE TO THE LIQUEFACTION OF THE SOIL, NOT SUBJECT TO AEROELASTIC, SUSCEPTIBLE INSTABILITY |
| PCT/IT2007/000057 WO2007091285A1 (en) | 2006-02-07 | 2007-01-29 | Single span suspended deck arch bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101379246A true CN101379246A (en) | 2009-03-04 |
| CN101379246B CN101379246B (en) | 2012-03-28 |
Family
ID=38017020
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2007800047843A Active CN101379246B (en) | 2006-02-07 | 2007-01-29 | Single span suspended deck arch bridge |
Country Status (5)
| Country | Link |
|---|---|
| CN (1) | CN101379246B (en) |
| BR (1) | BRPI0706980A2 (en) |
| IT (1) | ITMO20060039A1 (en) |
| MA (1) | MA30263B1 (en) |
| WO (1) | WO2007091285A1 (en) |
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| CN102175443A (en) * | 2011-02-21 | 2011-09-07 | 北京市市政工程研究院 | Device and method for non-destructively testing capacity of overbridge railings |
| CN102864840A (en) * | 2012-10-15 | 2013-01-09 | 江苏科技大学 | Pre-stressed steel frame for exerting pre-stress by support displacement method and fabrication method of pre-stressed steel frame |
| CN106758749A (en) * | 2017-02-28 | 2017-05-31 | 广西大学 | Continuous cable arch bridge |
| CN106758744A (en) * | 2016-12-14 | 2017-05-31 | 郑卫忠 | A kind of integrated bridge and bridge material |
| CN108086694A (en) * | 2017-11-02 | 2018-05-29 | 广东精工钢结构有限公司 | A kind of building iron knot abnormity component makes moulding bed |
| CN113430906A (en) * | 2021-05-27 | 2021-09-24 | 冯志强 | Steel construction concatenation bridge |
| CN115048700A (en) * | 2022-06-18 | 2022-09-13 | 武汉阳洋建筑工程有限公司 | Multi-dimensional data-based infrastructure project construction feasibility analysis and evaluation method |
| CN117470427A (en) * | 2023-12-25 | 2024-01-30 | 贵州路桥集团有限公司 | Horizontal stress measurement method for main arch ring during one-way erection of arch bridge deck |
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| ES2389191B1 (en) * | 2009-12-18 | 2013-07-26 | Mauro BASCHIERI | ARCH BRIDGE OF A SINGLE SECTION. |
| CN107842032B (en) * | 2017-12-20 | 2023-06-23 | 广西大学 | Large-span arch bridge foundation |
| CN109556847B (en) * | 2018-12-17 | 2020-10-16 | 交通运输部公路科学研究所 | Novel damage monitoring system for simply supported beam bridge structure |
| CN110593076B (en) * | 2019-09-29 | 2021-05-28 | 广西路桥工程集团有限公司 | Steel pipe concrete tied arch bridge hunch seat horizontal displacement monitoring and control system |
| CN111041969B (en) * | 2019-12-31 | 2021-11-26 | 深圳市桥博设计研究院有限公司 | Large-span combined arch bridge based on bending design theory and design and construction method |
| CN111625893B (en) * | 2020-05-28 | 2022-12-16 | 广西大学 | Dynamic deviation-correcting arch rib inclined pull buckle hanging and splicing method |
| CN111877121A (en) * | 2020-07-21 | 2020-11-03 | 詹刚毅 | Novel tied arch bridge structure and auxiliary tied bar arrangement method |
| CN114809310B (en) * | 2022-06-24 | 2022-09-27 | 天津医科大学 | Large-span steel truss high-altitude integral variable-angle jacking construction method |
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| DE865605C (en) * | 1940-11-23 | 1953-02-02 | Franz Dr Ing E H Dischinger | Clamped arched disc bridge made of reinforced concrete |
| FR978962A (en) * | 1942-12-28 | 1951-04-20 | Straight girder reinforced concrete deck bridge | |
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-
2006
- 2006-02-07 IT ITMO20060039 patent/ITMO20060039A1/en unknown
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- 2007-01-29 CN CN2007800047843A patent/CN101379246B/en active Active
- 2007-01-29 BR BRPI0706980-4A patent/BRPI0706980A2/en not_active Application Discontinuation
- 2007-01-29 WO PCT/IT2007/000057 patent/WO2007091285A1/en active Application Filing
-
2008
- 2008-09-05 MA MA31212A patent/MA30263B1/en unknown
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Also Published As
| Publication number | Publication date |
|---|---|
| MA30263B1 (en) | 2009-03-02 |
| BRPI0706980A2 (en) | 2011-04-12 |
| ITMO20060039A1 (en) | 2007-08-08 |
| CN101379246B (en) | 2012-03-28 |
| WO2007091285A1 (en) | 2007-08-16 |
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