CN203222727U - Bridge of variable cross-section case and made by pre-stressed concrete - Google Patents
Bridge of variable cross-section case and made by pre-stressed concrete Download PDFInfo
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- CN203222727U CN203222727U CN2013200106613U CN201320010661U CN203222727U CN 203222727 U CN203222727 U CN 203222727U CN 2013200106613 U CN2013200106613 U CN 2013200106613U CN 201320010661 U CN201320010661 U CN 201320010661U CN 203222727 U CN203222727 U CN 203222727U
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Abstract
The utility model discloses a bridge of a variable cross-section case and made by pre-stressed concrete. A horizontal anchoring fixed plate is arranged in a place of a relative height of a base plate which is in a middle part; an upward bend anchoring fixed plate is vertically arranged along a case beam in a direction from a mid-span to a bridge pier and the bend anchoring fixed plate is arranged over the horizontal anchoring fixed plate; the upward bend anchoring fixed plate, the horizontal anchoring fixed plate and the base plate are integrated in a place from the mid-span to a 3L/8 cross section part; the rest places are separated; one pre-stressed base plate cable layer is arranged in the upward bend anchoring fixed plate; and the other pre-stressed base plate cable layer is arranged in the horizontal anchoring fixed plate. A bridge provided by the utility model can reduce excavating rate of base plate cross-section and flat-bending amplitude of pre-stressed base plate cables; and upward radial direction component force of the upward pre-stressed base plate cable can offset acting force of second phase dead load and vehicle load.
Description
Technical field
The utility model relates to civil engineering bridge technology field, particularly relates to a kind of prestress concrete variable cross-section box bridge.
Background technology
Much more striding the prestress concrete variable cross-section box bridge greatly is the bridge type that extensively adopts at present, to see with continuous beam and continuous rigid frame bridge, often adopts the construction of Hanging Basket cast-in-place cantilever method.
Shown in Fig. 1 to Fig. 1-2, Fig. 1 strides the structural representation of prestress concrete variable cross-section box bridge greatly for curved layout under a kind of base plate rope, Fig. 1-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 1, and Fig. 1-2 is the structural representation of bridge B-B sectional plane shown in Figure 1.
The section form that this variable cross-section box bridge is used always at present is the single box single chamber cross section, because stressed needs, deck-molding is continued to increase to the fulcrum cross section by span centre L/2 cross section, causes base plate 01 lower edge facade to overarch, by span centre to bridge pier 06 place's cantilever root fulcrum direction, case chamber headroom strengthens, deck-molding strengthens, and base plate 01 is thickening gradually also, and web 02 is being thickeied near the fulcrum cross section is local, base plate 01 facade vertically is arch, and base plate 01 arch ratio of rise to span (rise/main span is striden the footpath) is generally about 1/20.Sawtooth piece 03 is used for anchoring positive bending moment rope.
Shown in Fig. 2 to Fig. 2-2, Fig. 2 strides the structural representation that prestress concrete variable cross-section box bridge cable wire is vertically arranged greatly for curved layout under a kind of base plate rope, Fig. 2-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 2, and Fig. 2-2 is the structural representation of bridge B-B sectional plane shown in Figure 2.
Because the positive bending moment rope is arranged in the base plate 01, so the positive bending moment rope often is called base plate rope 05, because the facade of base plate 01 is arch, this structure is arranged and is caused the facade of base plate rope 05 also to overarch, 05 time curved layout of base plate rope, and ratio of rise to span is generally about 1/20.Because base plate rope 05 is anchored on the sawtooth piece 03 by stretch-draw and its two ends, is certainly led to downward radial load by the base plate rope 05 of stretch-draw.When bridge span directly increases, adopt to increase deck-molding, thickening base plate 01, thickening web 02, increase measures such as joining rope and arrange, and increase deck-molding, increase and join rope, the radial load of base plate rope 05 further strengthens, this structure is unreasonable to cause stressed disadvantageous problem, the more big this problem in footpath of striding of bridge is more serious, is restricting the development of such bridge.
Table one has been analyzed and has been striden when directly strengthening the correlation of the radial load of base plate rope 05 and road driveway load.
Table one
As can be seen, stride when directly strengthening from table one, the radial load of base plate rope 05 sharply strengthens, and the ratio of the radial load that the base plate rope is downward and road driveway load also sharply strengthens.
Stride footpath increasing increase and join rope, general base plate rope 05 is that individual layer arranges that the level of base plate hollows out rate and sharply increases.Analyzed at table two and to have striden the footpath when strengthening, the pipe diameter length of base plate rope 05 adds up to and the correlation of baseplate width.
Table two
As can be seen, stride when directly strengthening from table two, pipe diameter strengthens, and the ratio of pipe diameter and floor length also strengthens.
Specifically, above under the described continuous rigid frame bridge base plate rope curved major defect of arranging show:
(1) arch floor rope 05 downward radial load produces along bridge to shearing force in associated floor 01 position, because span centre section base plate 01 is thinner, be generally 25～40cm, transverse reinforcement is by the structure configuration, the downward radial load of following bent bottom plate rope 05 is excessive then easily to cause span centre section base plate 01 to occur along bridge to shear crack, serious causes bridge base plate 01 destruction of bursting apart.As shown in Table 1, stride when directly strengthening, base plate rope 05 downward radial load sharply increases, and bridge base plate rope 5 radial loads of main span 100 meter levels are about 1.5 times of road driveway load, and bridge base plate rope 5 radial loads of main span 200 meter levels are about 4 times of road driveway load.Cause disease more serious thus.
(2) as shown in Table 2, when striding the footpath when strengthening, the consumption of base plate rope 05 sharply increases, and prior art base plate rope 05 general individual layer is arranged to delegation, on base plate rope 05 central horizontal line cross section, the bridge pipe diameter length of main span 200 meter levels total has accounted for about 60% of baseplate width.The wide no concrete in the cross section of 60% base plate when showing prestressed stretch-draw.Stride when directly strengthening, base plate rope 05 downward radial load sharply increases, and the effective cross-sectional area of carrying sharply reduces on the contrary, and this is to cause bottom slab crack or the one of the main reasons of the unreasonable aspect of structure of the destruction of bursting apart.
(3) base plate rope 05 downward radial load also directly causes respective section web 02 tension, easily cause web 02 the principal tensile stress crack to occur, usually L/4 cross section to L/2 cross section this type of disease of scope is more common, relevant therewith, general L/4 cross section to L/2 cross section scope deck-molding is less, and vertical pre-loss of prestress is big, and the control difficulty is big, if vertical effective prestress is unreliable, can aggravate the disease that ftractures.
(4) because base plate rope 05 need be anchored at the junction of web 02 and base plate 01 to shorten the power transmission route because of the structure requirement, to bent bottom plate rope 05 anchorage zone under the long-span bridge beam usually by near the span centre along reaching near the L/8 cross section, stride the positive bending moment district of variable cross-section box bridge of cast-in-place cantilever method construction greatly usually between L/4 cross section to span centre L/2 cross section, span centre L/2 section maximum, positive bending moment is generally very little or be hogging moment near the L/8 cross section, need with anchoring structure for guaranteeing that span centre positive bending moment is stressed, the following bent bottom plate rope 05 that is arranged between L/4 cross section to L/8 cross section is misfitted with this section is stressed, the L/4 cross section cuts section bar tall and big to L/8, eccentric throw is big, and produce downward radial load maximum, so negative interaction is big.
(5) when striding the footpath when strengthening, the consumption of base plate rope 05 sharply increases, being positioned near the base plate rope of case beam cross central line 05 needs the flat junction anchoring that be bent to web 02 and base plate 01 to shorten the power transmission route, and the horizontal force pulling force of excessive flat curved generation directly causes base plate 01 cracking.
(6) base plate rope 05 downward radial load directly causes the span centre downwarp.
(7) location of the following bent bottom plate rope 05 of arch is difficult, and it is wayward to construct, and the loss of prestress of curve rope is big, and is uneconomical.
(8) downward radial load, first phase and the second stage of dead load, the lane load of base plate rope 05 is all downward, and aggravation concrete shrinkage and creep effect causes the span centre operation phase to continue downwarp.
Therefore, in order to solve the problem that above-mentioned bridge produces, a kind of baseboard cable horizontal arrangement prestress concrete variable cross-section box bridge has been proposed, shown in Fig. 3 to Fig. 4-2, Fig. 3 arranges the structural representation of striding the prestress concrete variable cross-section box bridge greatly for a kind of baseboard cable horizontal in the prior art, Fig. 3-1 is the structural representation of the A-A sectional view of bridge shown in Figure 3, Fig. 3-2 is the structural representation of bridge B-B sectional view shown in Figure 3, Fig. 4 arranges for a kind of baseboard cable horizontal in the prior art and strides the structural representation that prestress concrete variable cross-section box bridge cable wire is vertically arranged greatly, Fig. 4-1 is the structural representation of the A-A sectional view of bridge shown in Figure 4, and Fig. 4-2 is the structural representation of bridge B-B sectional view shown in Figure 4.
Above baseboard cable horizontal arranges that the technical scheme of striding the prestress concrete variable cross-section box bridge greatly is: span centre base plate 11 respective beam high positions longitudinally arrange horizontal anchor plate 14 in the case beam, at span centre L/2 cross section to 3L/8 cross section section, horizontal anchor plate 14 and base plate 11 combine together, separate with base plate 11 all the other positions, and base plate rope 15 is arranged in the horizontal anchor plate 14.
Striding the prestress concrete variable cross-section box bridge greatly with curved layout under a kind of base plate rope above compares, the characteristics of baseboard cable horizontal arrangement prestress concrete variable cross-section box bridge are: (1) is in the bridge of longitudinal gradient horizontal arrangement, owing to be provided with horizontal anchor plate 14, and base plate rope 15 is arranged in the horizontal anchor plate 14, make that span centre positive bending moment base plate rope 15 is horizontal arrangement, eliminated the downward radial load of prior art span centre positive bending moment rope.(2) base plate rope 15 is arranged in the horizontal anchor plate 14, adopt the prestress concrete variable cross-section box bridge of striding greatly of cantilever-construction to compare with curved layout the under the traditional base plate rope, the moment of flexure envelope diagram is more identical, stressed reasonable, can overcome the bigger positive bending moment in span centre L/2 cross section to 3L/8 cross section, positive hogging moment all near the less L/4 cross section near central compression, near the L/8 cross section, can resist the part hogging moment.(3) bridge base plate rope 15 is arranged in the horizontal anchor plate 14, has simplified structure design and the construction of prior art base plate, has improved bottom slab stress.
But, so arrange, will produce following problem: (1) baseboard cable horizontal arranges that the base plate rope 15 of striding the prestress concrete variable cross-section box bridge is greatly arranged and the moment of flexure envelope diagram of striding the prestress concrete variable cross-section box bridge greatly (being generally parabola shaped) of employing cantilever-construction can not fit like a glove, and has certain deviation.(2) for reducing the high cost of saving of end bay pier, improve the main span under-clearance or overcome the span centre downwarp, two-way 2% left and right sides longitudinal gradient of main span operated by rotary motion, arranging on the bridge of longitudinal gradient, be convenient design and construction, mean level anchor plate 14 and bridge floor be arranged in parallel, and base plate rope 15 is arranged on two-way 2% left and right sides longitudinal gradient, and there is the downward radial load of part in base plate rope 15.(3) base plate rope 15 horizontal arrangement can not provide component upwards, can not balance second phase dead load and the downward active force of lane load.(4) do not provide to eliminate or reduce the second stage of dead load and cause girder bending-down Deformation Control method, it is wayward that main span is closed up the back distortion.(5) arrange on the bridge of two-way longitudinal gradient in main span, downward radial load, first phase and the second stage of dead load, the lane load of base plate rope 15 is all downward, and aggravation concrete shrinkage and creep effect causes span centre operation certain lasting downwarp of phase.(6) as shown in Table 2, when striding the footpath when strengthening, the consumption of base plate rope 15 sharply increases, and the bridge pipe diameter length of main span 200 meter levels adds up to and accounted for 60% of base plate 11 width.The wide no concrete in cross section that shows 60% base plate 11.Stride when directly strengthening, effectively the cross section of carrying sharply reduces, and may cause base plate 11 cracking or the destructions of bursting apart.(7) when striding the footpath when strengthening, the consumption of base plate rope 15 sharply increases, being positioned near the base plate rope of case beam cross central line 15 needs the flat junction anchoring that be bent to web 12 and base plate 11 to shorten the power transmission route, and the horizontal force pulling force of excessive flat curved generation directly causes base plate 11 crackings.
The utility model content
Defective and deficiency at prior art, the purpose of this utility model is to provide a kind of and eliminates or reduce the second stage of dead load, lane load causes the influence that girder bending-down is out of shape, reduce cross section cloth rope level and hollow out rate, the structure force way is more reasonable, the prestress concrete variable cross-section box bridge of easy construction.
To achieve these goals, the technical solution of the utility model is:
A kind of prestress concrete variable cross-section box bridge comprises bridge pier, base plate, web, base plate rope, answers the deck-molding position that horizontal anchor plate is set at the described base plate of span centre position; Described horizontal anchor plate top, the direction from span centre to described bridge pier vertically arranges curved anchor plate along the case beam; To 3L/8 cross section section, described curved anchor plate, described horizontal anchor plate and the described base plate combines together at span centre, and separate all the other positions; The thickness of described curved anchor plate and the thickness of described horizontal anchor plate all the span centre thickness partly with described base plate are identical; Described prestress baseboard rope is double-deck to be arranged, wherein bends on the described prestress baseboard rope of one deck to be arranged in the described curved anchor plate inside of, and the described prestress baseboard rope of another layer horizontal arrangement is in the inside of described horizontal anchor plate; It is fast that described horizontal anchor plate and described curved anchor plate are provided with sawtooth, and described prestress baseboard rope is pressed vertical symmetrical stretch-draw anchor in the junction of described horizontal anchor plate or described curved anchor plate and described web by described sawtooth piece.
Preferably, describedly the curved anchor plate sections horizontal arrangement of construct near the span centre closure segment, and be arranged to skew lines or curve by being inclined upwardly, described to go up span centre horizontal segment and the changeover portion between tilting section of bending anchor plate be curve transition.
Preferably, described surface of the main span part of curved anchor plate is the spill parabolic surface to lower recess, the described upper face of curved anchor plate raises up to arrange and is the convex parabolic surface and links to each other with the pier top horizontal segment of described bridge pier, described anchor plate bottom be arranged at the construct described base plate of horizontal segment of sections of span centre closure segment and combine together.
Preferably, described curved anchor plate or the described horizontal anchor plate extends to last described sawtooth piece horizontal arrangement of described bridge pier side and extends to described bridge pier place and pass pier top diaphragm and bend anchor plate or described horizontal anchor plate is connected as a single entity with adjacent described going up of striding.
Preferably, described curved anchor plate and described horizontal anchor plate are in stopping near last described sawtooth piece place of described bridge pier side and at the curved plate admittedly of described anchor and described horizontal anchor plate rear end safety barrier being set.
Preferably, the described transverse structure reinforcing bar of curved anchor plate and described horizontal anchor plate bends up at the web place also and the vertical reinforcement firm welding of described web.
Preferably, L/2 cross section to described curved anchor plate and the described horizontal anchor plate of 3L/8 section arranges horizontal ribs in the case girder span.
Preferably, described horizontal ribs is provided with the transverse prestress rope, and described transverse prestress rope is in two outer surface stretch-draw of casing, or an end of described transverse prestress rope is anchored in the described web, and the other end bends up to stretch-draw in the case.
A kind of prestress concrete variable cross-section box bridge provided by the utility model comprises bridge pier, base plate, web, prestress baseboard rope, horizontal anchor plate and goes up curved anchor plate that the base plate respective beam high position of position arranges horizontal anchor plate in case beam interior span; Above horizontal anchor plate, along the case beam the acclivitous curved anchor plate of is set vertically; At span centre L/2 cross section to 3L/8 cross section section, upward curved anchor plate, horizontal anchor plate and base plate combine together, and curved anchor plate separates with base plate with horizontal anchor plate on all the other positions; Go up the thickness of curved anchor plate and horizontal anchor plate and the span centre consistency of thickness partly of base plate; The prestress baseboard rope is double-deck to be arranged, wherein curved being arranged in bent anchor plate inside on one deck prestress baseboard rope, and another layer prestress baseboard rope horizontal arrangement is in the inside of horizontal anchor plate; Be provided with the sawtooth piece at the curved anchor plate of prestress baseboard cable stretching anchorage point and horizontal anchor plate, prestress baseboard cable stretching anchored end bends up in the case at sawtooth piece place, and along the case beam vertically symmetrically stretch-draw anchor on the sawtooth piece.
So arrange, prestress baseboard rope layer cloth is set to the base plate rope reasonable cloth rope position and rational anchorage point is provided, the base plate rope that individual layer arranges in horizontal direction just is set compares with of the prior art, be set to the positive bending moment rope by prestress baseboard rope layer cloth reasonable cloth rope and anchorage point are provided, reduce the base plate cross section and hollow out rate and the curved amplitude of prestress baseboard Suo Ping, go up the curved prestress baseboard rope of arranging upwards radial component is provided, can offset the second stage of dead load, part vehicular load active force, improve the carrying traffic capacity.
Description of drawings
Fig. 1 strides the structural representation of prestress concrete variable cross-section box bridge greatly for curved layout under a kind of base plate rope in the prior art;
Fig. 1-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 1;
Fig. 1-2 is the structural representation of bridge B-B sectional plane shown in Figure 1;
Fig. 2 strides the structural representation that prestress concrete variable cross-section box bridge cable wire is vertically arranged greatly for curved layout under a kind of base plate rope in the prior art;
Fig. 2-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 2;
Fig. 2-2 is the structural representation of bridge B-B sectional plane shown in Figure 2;
Fig. 3 arranges the structural representation of striding the prestress concrete variable cross-section box bridge greatly for a kind of baseboard cable horizontal in the prior art;
Fig. 3-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 3;
Fig. 3-2 is the structural representation of bridge B-B sectional plane shown in Figure 3;
Fig. 4 arranges for a kind of baseboard cable horizontal in the prior art and strides the structural representation that prestress concrete variable cross-section box bridge cable wire is vertically arranged greatly;
Fig. 4-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 4;
Fig. 4-2 is the structural representation of bridge B-B sectional plane shown in Figure 4;
Fig. 5 is the structural representation of prestress concrete variable cross-section box bridge in a kind of specific embodiment provided by the utility model;
Fig. 5-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 5;
Fig. 5-2 is the structural representation of bridge B-B sectional plane shown in Figure 5;
Fig. 6 is the structural representation that prestress concrete variable cross-section box bridge cable wire is vertically arranged in a kind of specific embodiment provided by the utility model;
Fig. 6-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 6;
Fig. 6-2 is the structural representation of bridge B-B sectional plane shown in Figure 6;
Wherein: among Fig. 1-Fig. 2-2:
Among Fig. 3-Fig. 4-2:
Among Fig. 5-Fig. 6-2:
The specific embodiment
Core of the present utility model provides a kind of prestress concrete variable cross-section box bridge, can reduce the base plate cross section and hollow out rate and the curved amplitude of base plate Suo Ping, can offset the second stage of dead load, part vehicular load active force, has improved the carrying traffic capacity.
In order to make those skilled in the art person understand the utility model scheme better, the utility model is described in further detail below in conjunction with the drawings and specific embodiments.
Please refer to Fig. 5 to Fig. 6-2, Fig. 5 is the structural representation of prestress concrete variable cross-section box bridge in a kind of specific embodiment provided by the utility model; Fig. 5-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 5; Fig. 5-2 is the structural representation of bridge B-B sectional plane shown in Figure 5; Fig. 6 is the structural representation that prestress concrete variable cross-section box bridge cable wire is vertically arranged in a kind of specific embodiment provided by the utility model; Fig. 6-1 is the structural representation of the A-A sectional plane of bridge shown in Figure 6; Fig. 6-2 is the structural representation of bridge B-B sectional plane shown in Figure 6.
Prestress concrete variable cross-section box bridge provided by the utility model, comprise bridge pier 6, base plate 1, web 2, prestress baseboard rope 5, horizontal anchor plate 41 and go up curved anchor plate 4, in case beam inner bottom plating 1 span centre part respective beam high position horizontal anchor plate 41 is set; Above horizontal anchor plate 41, along the case beam the acclivitous curved anchor plate 4 of is set vertically; At span centre L/2 cross section to 3L/8 cross section section, going up curved anchor plate 4, horizontal anchor plate 41 and base plate 1 combines together, the thickness of this section is 40-60cm, and curved anchor plate 4 separates with base plate 1 with horizontal anchor plate 41 on all the other positions, is 30-50cm at the thickness of this section.
Shown in Fig. 6 to 6-2, prestress baseboard rope 5 double-deck layouts, wherein curved being arranged in bent anchor plate 4 inside on one deck prestress baseboard rope 5, and another layer prestress baseboard rope 5 horizontal arrangement are in the inside of horizontal anchor plate 41; In prestress baseboard rope 5 stretch-draw anchor positions, go up curved anchor plate 4 and be provided with sawtooth piece 3 with horizontal anchor plate 41, prestress baseboard rope 5 stretch-draw anchor ends bend up in the case at sawtooth piece 3 places, and after the case beam closes up, along the case beam vertically symmetrically stretch-draw anchor on sawtooth piece 3.
Need to prove that sawtooth piece 3 is arranged at the delivery position place of curved anchor plate 4 and web 2.
Go up the curved anchor plate 4 sections horizontal arrangement of construct near the span centre closure segment, and be inclined upwardly by certain ratio of slope and be arranged to skew lines or curve, span centre horizontal segment and the changeover portion between tilting section of upward bending anchor plate are curve transition.
Need to prove, curved anchor plate 4 acclivitous ratios of slope are 5% in this specific embodiment, since ratio of slope be according to the curved prestress baseboard rope that arranges 5 on the bridge upwards component can balance second phase dead load and the lane load effect determine, according to different bridges, its ratio of slope is also inequality, does not therefore also get rid of the ratio of slope that adopts other curved anchor plate is set.
In addition, the surface of going up the main span part of curved anchor plate 4 is the spill parabolic surface to lower recess, the upper face of going up curved anchor plate 4 raises up to arrange and is the convex parabolic surface and links to each other with the pier top horizontal segment of bridge pier 6, anchor plate 4 bottoms be arranged at the construct base plate 1 of horizontal segment of sections of span centre closure segment and combine together.
Need to prove, the integral part of anchor plate 4 is parabola shaped setting, wherein the parabola shaped two ends of anchor plate 4 are connected with the pier top horizontal ends of bridge pier 6, and the surface of the linkage section of anchor plate 4 and bridge pier 6 is the convex parabolic surface that raises up and arrange.
As shown in Figure 5, upward bend anchor plate 4(or horizontal anchor plate 41) can and extend to bridge pier 6 and pass pier top diaphragm 7 and adjacent curved anchor plate 4(or horizontal anchor plate 41 of striding in close last sawtooth piece 3 place's horizontal arrangement of bridge pier 6 sides) be connected as a single entity.Between the pier top horizontal segment of upward curved anchor plate 4 and spanning tilting section curve transition is set.Go up curved anchor plate 4(or horizontal anchor plate 41) also can stop near last sawtooth piece 3 place of bridge pier 6 sides and at curved anchor plate 4(or horizontal anchor plate 41) rear end arranges safety barrier.
Stretch-draw and anchoring operation are carried out in prestress baseboard rope 5 general planar flat web 2 and base plate 1 junctions that are bent in the case.Shown in Fig. 6-1, going up curved anchor plate 4 combines together with the vertical and web 2 of horizontal anchor plate 41 left and right sides along bridge, its transverse structure reinforcing bar bends up at web 2 places also and web 2 vertical reinforcement firm welding or overlap joints, when adopting overlap joint, go up curved anchor plate 4 and locate to bend up at web (2) with the transverse structure reinforcing bar of horizontal anchor plate 41, and guarantee that the anchorage length in web is more than 40 times of bar diameter.
Need to prove, in this specific embodiment, it is all firm by bar splicing with web 2 to go up curved anchor plate 4 and horizontal anchor plate 41, certainly, do not get rid of other the situation that arranges yet, as have only the transverse structure reinforcing bar of going up curved anchor plate 4 to bend up at web 2 places also and the vertical distributing bar firm welding of web 2.
Bigger to the radial load in the 3L/8 section horizontal plane in span centre L/2 cross section, the horizontal splitting power that base plate rope 5 vertically causes greatly with joint efforts is big, therefore curved anchor plate 4 will be strengthened especially with the transverse structure reinforcing bar of horizontal anchor plate 41 on this section, with horizontal anchor plate 41 horizontal ribs is set at curved anchor plate 4 in case of necessity, applies transverse prestress at horizontal ribs simultaneously.Can utilize the transverse prestress rope that needed transverse prestress is provided by the transverse prestress rope is set, avoid longitudinal cracking.
Laterally the transverse prestress rope is set in the stretch-draw of the two ends of the outer surface of casing on the ribs, or adopts an end to be anchored in the concrete at web 2 places, the other end bends up stretch-draw in the case.
Need to prove that upward curved anchor plate 4 and horizontal anchor plate 41 are provided with ribs and transverse prestress rope, certainly, also do not get rid of as required and only on an anchor plate ribs and transverse prestress rope are set therein.
Need to prove that also the transverse prestress construction that laterally applies on the ribs will be early than the stretching construction of vertical base plate rope.
Hereinbefore detailed introduction the set-up mode of the prestress concrete variable cross-section box bridge in this specific embodiment, so arrange, can reach following effect:
(1) prestress baseboard rope 5 layer cloth are set to prestress baseboard rope 5 reasonable cloth rope position and rational anchorage point are provided, the base plate rope that individual layer arranges in horizontal direction just is set compares with of the prior art, the double-deck layout reduced prestress baseboard rope 5 flat curved amplitudes and the flat curved horizontal pull that causes, reduce every layer of prestress baseboard rope 5 central horizontal cross sections and hollowed out rate, structure improves has avoided base plate 1 cracking disease, and reasonably anchorage point has avoided departing to the L/8 cross section in the L/4 cross section vertical negative interaction of the excessive generation of moment of flexure envelope diagram.
(2) owing to be provided with curved anchor plate 4, and prestress baseboard rope 5 is arranged in the curved anchor plate 4, make that prestress baseboard rope 5 is to go up curved the layout in the bridge span, arrange on the road at various longitudinal gradients, by the different curved ratios of slope of going up is set, can eliminate or alleviate in the prior art radial load downward in the bridge span, can solve and stride the downward radial load of footpath variable cross-section box bridge span centre positive bending moment rope greatly with striding the difficult problem that the footpath continues to increase, the suitable bridge that the beam bridge span centre base plate that can avoid being caused by downward radial load is prone to is to the crack, the span centre downwarp, the principal tensile stress crack problem that web is prone to improves the long span bridge load bearing beam traffic capacity simultaneously greatly.
(3) because the prestress baseboard rope 5 that is arranged in the curved anchor plate 4 can provide radial load upwards, therefore, but radial load balance second phase dead load, the lane load effect that should make progress, can improve the concrete shrinkage and creep effect, the span centre that overcomes bridge in the lasting downwarp of operation phase to improving the long span bridge load bearing beam traffic capacity, reducing the construction control difficulty.Certainly, prestress baseboard rope 5 can provide part shearing resistance component by last curved layout, can also improve the shear resistance of bridge.
(4) can make the facade of the prestress baseboard rope 5 that places curved anchor plate 4 inside form the Parabolic facade of spill, prestress baseboard rope 5 and the moment of flexure envelope diagram of bridge are matched, and then can overcome the bigger positive bending moment that span centre L/2 cross section to 3L/8 cross section produces, simultaneously near the L/8 cross section, can resist the part hogging moment, make that bridge can be rationally stressed.
(5) the transverse prestress construction that applies on the horizontal ribs will can guarantee that base plate 1 can not produce longitudinal cracking early than the stretching construction of longitudinal prestressing base plate rope 5.
Need to prove, a kind of prestress concrete variable cross-section box bridge and the job practices thereof that provide in this specific embodiment, be applicable to 100 to 150 meters narrow bridges of various longitudinal gradient main spans (2 to 3 track), certainly, also be not precluded within beam bridge and the job practices of carrying out adopting when other forms of beam bridge designs in this specific embodiment.
More than a kind of prestress concrete variable cross-section box bridge provided by the utility model is described in detail.Used specific case herein principle of the present utility model and embodiment are set forth, the explanation of above embodiment just is used for helping to understand method of the present utility model and core concept thereof.Should be understood that; for those skilled in the art; under the prerequisite that does not break away from the utility model principle, can also carry out some improvement and modification to the utility model, these improvement and modification also fall in the protection domain of the utility model claim.
Claims (8)
1. a prestress concrete variable cross-section box bridge comprises bridge pier (6), base plate (1), web (2), prestress baseboard rope (5), it is characterized in that: described base plate (1) the respective beam high position in the span centre position arranges horizontal anchor plate (41); Described horizontal anchor plate (41) top, the direction from span centre to described bridge pier (6) vertically arranges curved anchor plate (4) along the case beam; To 3L/8 cross section section, described curved anchor plate (4), described horizontal anchor plate (41) and the described base plate (1) combines together at span centre, and separate all the other positions; The thickness of described curved anchor plate (4) and the thickness of described horizontal anchor plate (41) all the span centre thickness partly with described base plate (1) are identical; Described prestress baseboard rope (5) is double-deck to be arranged, wherein the described prestress baseboard rope of one deck (5) is gone up curved described curved anchor plate (4) inside of that is arranged in, and the described prestress baseboard rope of another layer (5) horizontal arrangement is in the inside of described horizontal anchor plate (41); Described horizontal anchor plate (41) and the described anchor plate (4) of upward bending are provided with sawtooth fast (3), and described prestress baseboard rope (5) is pressed vertical symmetrical stretch-draw anchor in described horizontal anchor plate (41) or described junction of bending anchor plate (4) and described web (2) by described sawtooth piece (3).
2. prestress concrete variable cross-section box bridge according to claim 1, it is characterized in that: near described curved anchor plate (4) the sections horizontal arrangement of the span centre closure segment, constructing that, and be inclined upwardly and be arranged to skew lines or curve, described span centre horizontal segment and the changeover portion between tilting section of curved anchor plate (4) is curve transition.
3. prestress concrete variable cross-section box bridge according to claim 1, it is characterized in that, described surface of the main span part of curved anchor plate (4) is the spill parabolic surface to lower recess, the upper face of described anchor plate (4) raises up to arrange and is the convex parabolic surface and links to each other with the pier top horizontal segment of described bridge pier (6), described anchor plate (4) bottom be arranged at the construct described base plate (1) of horizontal segment of sections of span centre closure segment and combine together.
4. prestress concrete variable cross-section box bridge according to claim 3, it is characterized in that described curved anchor plate (4) or the described horizontal anchor plate (41) extends to last described sawtooth piece (3) horizontal arrangement of described bridge pier (6) side and extend to described bridge pier (6) and locate and pass pier top diaphragm (7) and curved anchor plate (4) or described horizontal anchor plate (41) is connected as a single entity with adjacent stride described.
5. prestress concrete variable cross-section box bridge according to claim 4, it is characterized in that described curved anchor plate (4) and described horizontal anchor plate (41) are in locating termination near last described sawtooth piece (3) of described bridge pier (6) side and at the curved plate (4) admittedly of described anchor and described horizontal anchor plate (41) rear end safety barrier being set.
6. according to arbitrary described prestress concrete variable cross-section box bridge of claim 1 to 5, it is characterized in that the described transverse structure reinforcing bar of curved anchor plate (4) and described horizontal anchor plate (41) is located to bend up also and the vertical reinforcement firm welding of described web (2) at described web (2).
7. prestress concrete variable cross-section box bridge according to claim 6 is characterized in that, L/2 cross section to described curved anchor plate (4) and the described horizontal anchor plate (41) of 3L/8 section arranges horizontal ribs in the case girder span.
8. prestress concrete variable cross-section box bridge according to claim 7, it is characterized in that: described horizontal ribs is provided with the transverse prestress rope, described transverse prestress rope is in two outer surface stretch-draw of casing, or an end of described transverse prestress rope is anchored in the described web (2), and the other end bends up to stretch-draw in the case.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013200106613U CN203222727U (en) | 2013-01-09 | 2013-01-09 | Bridge of variable cross-section case and made by pre-stressed concrete |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013200106613U CN203222727U (en) | 2013-01-09 | 2013-01-09 | Bridge of variable cross-section case and made by pre-stressed concrete |
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| Publication Number | Publication Date |
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| CN203222727U true CN203222727U (en) | 2013-10-02 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN (1) | CN203222727U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103132447A (en) * | 2013-01-09 | 2013-06-05 | 重庆交通大学 | Prestressed concrete variable cross-section box bridge and construction method thereof |
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2013
- 2013-01-09 CN CN2013200106613U patent/CN203222727U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103132447A (en) * | 2013-01-09 | 2013-06-05 | 重庆交通大学 | Prestressed concrete variable cross-section box bridge and construction method thereof |
| CN103132447B (en) * | 2013-01-09 | 2015-03-18 | 重庆交通大学 | Prestressed concrete variable cross-section box bridge |
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