CN103233419B - A kind of prestress concrete variable cross-section box bridge and construction method thereof - Google Patents
A kind of prestress concrete variable cross-section box bridge and construction method thereof Download PDFInfo
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- CN103233419B CN103233419B CN201310007641.5A CN201310007641A CN103233419B CN 103233419 B CN103233419 B CN 103233419B CN 201310007641 A CN201310007641 A CN 201310007641A CN 103233419 B CN103233419 B CN 103233419B
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Abstract
The invention discloses a kind of prestress concrete variable cross-section box bridge, span centre position base plate respective beam high position and above from span centre to the direction of bridge pier, the anchor plate being inclined upwardly or bending up longitudinally is set along case beam, combine together to 3L/8 cross section section anchor plate and base plate at span centre, all the other positions are separated; Curvedly on prestress baseboard rope be arranged in anchor plate inside.Simultaneously, the invention provides a kind of construction method of above-mentioned bridge: anchor plate cantilever together with box girder segment is cast-in-place, or postpone a construction stage, cast-in-place construction on case inner support or suspension bracket, the horizontal ribs of anchor plate applies transverse prestress construction and constructs early than prestress baseboard cable stretching.Bridge provided by the invention and construction method provide radial load upwards by layout curved on prestress baseboard rope, offset the downward active force that secondary dead load etc. applies, guarantee that girder because of this active force, lower flexure strain can not occur after closing up, be easy to construction control, the carrying traffic capacity can be improved.
Description
Technical field
The present invention relates to civil engineering bridge technology field, particularly relate to a kind of prestress concrete variable cross-section box bridge and construction method thereof.
Background technology
Greatly the bridge type extensively adopted at present across prestress concrete variable cross-section box bridge, with continuous beam and continuous rigid frame bridge the most common, often adopt Hanging Basket case-in-place cantilever method.
As shown in Fig. 1 to Fig. 1-2, Fig. 1 be under a kind of base plate rope curved layout greatly across the structural representation of prestress concrete variable cross-section box bridge, the structural representation of the A-A sectional plane that Fig. 1-1 is bridge shown in Fig. 1, Fig. 1-2 is the structural representation of the B-B of bridge shown in Fig. 1 sectional plane.
The section form that this variable cross-section box girder bridge is commonly used at present is single box single chamber cross section, due to stressed needs, deck-molding is continued to increase to 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 cantilever root fulcrum direction, case room headroom strengthens, deck-molding strengthens, and base plate 01 also thickeies gradually, and web 02 is thickening near local, fulcrum cross section, base plate 01 facade is longitudinally arch, and base plate 01 arch ratio of rise to span (rise/main span is across footpath) is generally about 1/20.Sawtooth block 03 is for anchoring positive bending moment base plate rope 05.
As shown in Fig. 2 to Fig. 2-2, Fig. 2 be under a kind of base plate rope curved layout greatly across the structural representation that prestress concrete variable cross-section box bridge cable wire is longitudinally arranged, the structural representation of the A-A sectional plane that Fig. 2-1 is bridge shown in Fig. 2, Fig. 2-2 is the structural representation of the B-B of bridge shown in Fig. 2 sectional plane.
Because positive bending moment rope is arranged in base plate 01, therefore positive bending moment rope is often called base plate rope 05, and the facade due to base plate 01 is arch, and this structure is arranged and caused the facade of base plate rope 05 also to overarch, and base plate rope 05 time curved layout, ratio of rise to span is generally about 1/20.Because base plate rope 05 is by stretch-draw and its two ends are anchored on sawtooth block 03, certainly led to downward radial load by the base plate rope 05 of stretch-draw.When span of bridge increases, adopt increase deck-molding, thicken base plate 01, thicken web 02, increase and join the measures such as rope to arrange, and increase deck-molding, increase join rope, the radial load of base plate rope 05 strengthens further, this structure is unreasonable causes stressed disadvantageous problem, bridge more serious across the larger this problem in footpath, governs the development of such bridge.
When table one analyzes and strengthens across footpath, the radial load of base plate rope 05 and the correlation of road driveway load.
Table one
As can be seen from Table I, when strengthening across footpath, the radial load of base plate rope 05 sharply strengthens, and the ratio of the radial load that base plate rope is downward and road driveway load also sharply strengthens.The impact of elimination or reduction radial load is significant to the raising traffic capacity, reduction bridge defect.
Specifically, under above described continuous rigid frame bridge base plate rope, the major defect of curved layout shows:
(1) radial load that arch floor rope 05 is downward 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 structure configuration, the downward radial load of base plate rope 05 is excessive, easily causes span centre section base plate 01 to occur along bridge to shear crack, and the serious bridge base plate 01 that causes bursts apart destruction.As shown in Table 1, when strengthening across footpath, the downward radial load of base plate rope 05 sharply increases, and disease is more serious.
(2) radial load that base plate rope 05 is downward also directly causes respective section web 02 tension, web 02 is easily caused to occur principal tensile stress crack, usual 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, it is large that vertical prestressing controls difficulty, if vertical effective prestress is unreliable, can aggravate disease.
(3) due to base plate rope 05 because detailing requiments needs the junction being anchored at web 02 and base plate 01 to shorten load path, usually reach near L/8 cross section by edge near span centre to Large Span Bridges base plate rope 05 anchorage zone, the large positive bending moment district across the variable cross-section box girder bridge of case-in-place cantilever method is usually between L/4 cross section to span centre L/2 cross section, span centre L/2 section is maximum, near L/8 cross section, positive bending moment is general very little or be hogging moment, need with anchoring structure for ensureing that positive moment of span central point is stressed, be arranged in base plate rope between L/4 cross section to L/8 cross section 05 and this section stressedly to misfit, L/4 cross section cuts section bar tall and big to L/8, eccentric throw is large, and it is maximum to produce downward radial load, therefore negative interaction is large.
(4) radial load that base plate rope 05 is downward directly causes middle span deflexion.
(5) location of the base plate rope 05 of arch is more difficult, constructs wayward, and the loss of prestress of curve rope is large, uneconomical.
(6) base plate rope 05 is downward radial load, first phase and secondary dead load, lane load are all downward, aggravation concrete shrinkage and creep effect, cause the span centre phase of runing to continue downwarp.
Therefore, in order to solve the problem that above-mentioned bridge produces, propose a kind of baseboard cable horizontal arrangement prestress concrete variable cross-section box bridge, as shown in Fig. 3 to Fig. 4-2, Fig. 3 is that in prior art, a kind of baseboard cable horizontal is arranged greatly across the structural representation of prestress concrete variable cross-section box bridge, the structural representation of the A-A sectional view that Fig. 3-1 is bridge shown in Fig. 3, Fig. 3-2 is the structural representation of the B-B of bridge shown in Fig. 3 sectional view, Fig. 4 is that in prior art, a kind of baseboard cable horizontal is arranged greatly across the structural representation that prestress concrete variable cross-section box bridge cable wire is longitudinally arranged, the structural representation of the A-A sectional view that Fig. 4-1 is bridge shown in Fig. 4, Fig. 4-2 is the structural representation of the B-B of bridge shown in Fig. 4 sectional view.
Above baseboard cable horizontal is arranged and across the technical scheme of prestress concrete variable cross-section box bridge is greatly: in case beam, span centre base plate 11 respective beam high position longitudinally arranges horizontal anchor plate 14, at span centre L/2 cross section to 3L/8 cross section section, horizontal anchor plate 14 and base plate 11 combine together, all the other positions are separated with base plate 11, base plate rope 15 is arranged in horizontal anchor plate 14, the horizontal anchor plate 14 of base plate rope 15 stretch-draw anchor position arranges sawtooth block 13, base plate rope 15 stretch-draw anchor end bends up in case at sawtooth block 13 place, and longitudinally symmetrically stretch-draw anchor on sawtooth block 13.Horizontal anchor plate 14 can extend to bridge pier 16 place and through pier top diaphragm 17 with adjacent across horizontal anchor plate 14 be connected as a single entity, also can stop near last sawtooth block 13 place, bridge pier 16 side and safety barrier is being set in horizontal anchor plate 14 rear end.
With curved layout under above a kind of base plate rope greatly across compared with prestress concrete variable cross-section box bridge, the feature of baseboard cable horizontal arrangement prestress concrete variable cross-section box bridge is: (1) is in the bridge of longitudinal gradient horizontal arrangement, owing to being provided with horizontal anchor plate 14, and base plate rope 15 is arranged in horizontal anchor plate 14, positive moment of span central point base plate rope 15 is made to be horizontal arrangement, eliminate the radial load that prior art positive moment of span central point rope is downward, solve the downward radial load of Long span variable cross-section box girder bridge positive moment of span central point rope with the difficult problem continued to increase across footpath, effectively can solve suitable bridge that the variable cross-section box girder bridge span centre base plate that caused by radial load easily occurs to crack, the downwarp that span centre generally occurs, the principal tensile stress crack problem that web easily occurs.(2) base plate rope 15 is arranged in horizontal anchor plate 14, the large of cantilever-construction is adopted to compare across prestress concrete variable cross-section box bridge with layout curved under traditional base plate rope, bending moment envelope diagram is more identical, reasonable stress, the positive bending moment that span centre L/2 cross section to 3L/8 cross section is larger can be overcome, close to central compression near the L/4 cross section that positive hogging moment is all less, part hogging moment can be resisted near L/8 cross section.(3) bridge base plate rope 15 is arranged in horizontal anchor plate 14, simplifies tectonic sieving and the construction of prior art base plate, improves bottom slab stress.
But, setting like this, following problem will be produced: (1) baseboard cable horizontal is arranged and arranged and adopt the large bending moment envelope diagram across prestress concrete variable cross-section box bridge of cantilever-construction not fit like a glove to there is certain deviation across the base plate rope 15 of prestress concrete variable cross-section box bridge greatly.(2) cost is saved for reducing end bay pier height, improve main span under-clearance or overcome middle span deflexion, main span generally arranges two-way about 2% longitudinal gradient, on the bridge that longitudinal gradient is set, for convenience of design and construction, mean level anchor plate and bridge floor be arranged in parallel, and base plate rope 15 is arranged on two-way about 2% longitudinal gradient, and base plate rope 15 exists the downward radial load of part.(3) base plate rope 15 horizontal arrangement prestress concrete variable cross-section box bridge can not provide component upwards, can not balance secondary dead load and the downward active force of lane load.(4) do not provide the control method eliminated or reduce secondary dead load and cause girder bending-down to be out of shape, it is wayward that main span closes up rear distortion.(5) arrange in main span on the bridge of two-way longitudinal gradient, downward radial load, first phase and the secondary dead load of base plate rope 15, lane load are all downward, aggravation concrete shrinkage and creep effect, cause span centre to run phase certain lasting downwarp.
Prior art adopts the large of cantilever-construction to have following characteristics across the subsequent construction work after prestress concrete variable cross-section box bridge girder closes up:
Thick 10 cm cast-in-place leveling concrete construction, thick 10 cm asphalt concrete pavement constructions, sidewalk, railing or anticollision barrier construction is carried out after case beam greatly across prestress concrete variable cross-section box bridge in prior art closes up.
Thick 10 cm cast-in-place leveling concrete, thick 10 cm asphalt concrete pavements, sidewalk, railing or anticollision barrier weight are commonly referred to as secondary dead load.
The secondary dead load construction stage, the general stretch-draw of base plate rope completes.Secondary dead load generally adopts concrete material, and Partial Bridges railing adopts steel work, larger from weight average.
Table two lists the proportionate relationship of secondary dead load and Road Design lane load.Secondary dead load is generally about 2 times of Road Design lane load, and the impact that elimination or reduction secondary dead load cause girder bending-down to be out of shape is significant to the raising traffic capacity, reduction construction control difficulty.
Table two
Summary of the invention
For defect and the deficiency of prior art, the object of the present invention is to provide the impact that a kind of generation radial load upwards, elimination or reduction secondary dead load cause girder bending-down to be out of shape, construct stressed more rationally, the prestress concrete variable cross-section box bridge of easy construction, additionally provide a kind of construction method of prestress concrete variable cross-section box bridge simultaneously.
To achieve these goals, technical scheme of the present invention is:
A kind of prestress concrete variable cross-section box bridge, comprise bridge pier, base plate, web, prestress baseboard rope and anchor plate, span centre position described base plate respective beam high position and above, the anchor plate being inclined upwardly or bending up longitudinally is set from span centre to the direction of described bridge pier along case beam, at span centre to 3L/8 cross section section, the base plate of described anchor plate and described case beam combines together, and all the other positions are separated; Described prestressed concrete is inner at described anchor plate.
Preferably, the surface of the main span part of described anchor plate is concave parabola shape surface to lower recess, the upper face of described anchor plate raises up and arranges the surface in convex parabola shape and be connected 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 anchor plate is positioned at described prestress baseboard cable stretching anchorage point and is provided with sawtooth block, and described prestress baseboard cable stretching anchored end bends up in case beam at described sawtooth block place, and along the symmetrical stretch-draw anchor of longitudinal direction of case beam on described sawtooth block.
Preferably, described anchor plate extend to described bridge pier side sawtooth block horizontal arrangement described in last and extend to described bridge pier place and through pier top diaphragm and adjacent across described anchor plate be connected as a single entity.
Preferably, the changeover portion between the pier top horizontal segment of described anchor plate and spanning tilting section is curve transition.
Preferably, described anchor plate is with near described bridge pier side, sawtooth block place described in last stops and arranges safety barrier in described anchor plate rear end.
Preferably, the transverse structure reinforcing bar of described anchor plate bends up also firm with the vertical reinforced-bar-welding of described web at web place.
Preferably, in case girder span, L/2 cross section is provided with horizontal ribs to the described anchor plate of 3L/8 section, and described horizontal ribs applies transverse prestress.
Invention also provides a kind of construction method of prestress concrete variable cross-section box bridge, bridge adopts Hanging Basket case-in-place cantilever method, described anchor plate cantilever together with box girder segment is cast-in-place, or described anchor plate postpones a construction stage, cast-in-place construction on case inner support or suspension bracket, being arranged at the transverse prestress construction that the described horizontal ribs of described anchor plate applies will early than the stretching construction of longitudinal described prestress baseboard rope.
Preferably, case beam closes up post tensioning 40%, and cast-in-place leveling Concrete Thick 10 centimetres completes post tensioning 20%, and sidewalk, railing or anticollision barrier complete post tensioning 20%, and thick 10 centimetres of asphalt concrete pavement completes post tensioning 20%; When not arranging leveling concrete, case beam closes up post tensioning 40%, and sidewalk, railing or anticollision barrier complete post tensioning 30%, and thick 10 centimetres of asphalt concrete pavement completes post tensioning 30%.
A kind of prestress concrete variable cross-section box bridge provided by the present invention comprises bridge pier, the base plate of case beam, web, prestress baseboard rope and anchor plate, span centre position base plate respective beam high position and above, from span centre to the direction of bridge pier by longitudinally arranging the anchor plate being inclined upwardly or bending up along case beam, at span centre to 3L/8 cross section section, the base plate of anchor plate and case beam combines together, and all the other positions are separated; Prestressed concrete is inner at anchor plate.Setting like this, anchor plate is inclined upwardly according to certain ratio of slope in span centre closure segment horizontal arrangement again, be placed in anchor plate inside prestress baseboard rope can on anchor plate curved layout, and ratio of slope curved on anchor plate is according to balancing secondary dead load, the active force of track load is determined, therefore, the prestress baseboard rope of upper curved layout can provide radial load upwards, to offset secondary dead load, the downward active force that track load etc. applies, guarantee that girder because of downward active force, lower flexure strain can not occur after closing up, after can ensureing closure of bridge structure, absolute altitude is substantially constant, be easy to construction control, overcome the drawback of the downward radial load of same bridges, improve its carrying traffic capacity, increase its span ability.
The construction method of a kind of prestress concrete variable cross-section box bridge provided by the present invention, bridge adopts Hanging Basket case-in-place cantilever method, anchor plate cantilever together with box girder segment is cast-in-place, or anchor plate postpones a construction stage, cast-in-place construction on case inner support or suspension bracket, being arranged at the transverse prestress construction that the horizontal ribs of anchor plate applies will early than the stretching construction of longitudinal base plate rope.Adopt this form of construction work, compared with form of construction work in prior art, avoid anchor plate along bridge to cracking, anchor plate postpones a construction stage, can alleviate Hanging Basket cantilever pouring weight, and construction is easy to control.
Accompanying drawing explanation
Fig. 1 be in prior art under a kind of base plate rope curved layout greatly across the structural representation of prestress concrete variable cross-section box bridge;
The structural representation of the A-A sectional plane that Fig. 1-1 is bridge shown in Fig. 1;
Fig. 1-2 is the structural representation of the B-B of bridge shown in Fig. 1 sectional plane;
Fig. 2 be in prior art under a kind of base plate rope curved layout greatly across the structural representation that prestress concrete variable cross-section box bridge cable wire is longitudinally arranged;
The structural representation of the A-A sectional plane that Fig. 2-1 is bridge shown in Fig. 2;
Fig. 2-2 is the structural representation of the B-B of bridge shown in Fig. 2 sectional plane;
Fig. 3 is that in prior art, a kind of baseboard cable horizontal is arranged greatly across the structural representation of prestress concrete variable cross-section box bridge;
The structural representation of the A-A sectional plane that Fig. 3-1 is bridge shown in Fig. 3;
Fig. 3-2 is the structural representation of the B-B of bridge shown in Fig. 3 sectional plane;
Fig. 4 is that in prior art, a kind of baseboard cable horizontal is arranged greatly across the structural representation that prestress concrete variable cross-section box bridge cable wire is longitudinally arranged;
The structural representation of the A-A sectional plane that Fig. 4-1 is bridge shown in Fig. 4;
Fig. 4-2 is the structural representation of the B-B of bridge shown in Fig. 4 sectional plane;
Fig. 5 is the structural representation of prestress concrete variable cross-section box bridge in a kind of detailed description of the invention provided by the present invention;
The structural representation of the A-A sectional plane that Fig. 5-1 is bridge shown in Fig. 5;
Fig. 5-2 is the structural representation of the B-B of bridge shown in Fig. 5 sectional plane;
Fig. 6 is the structural representation that in a kind of detailed description of the invention provided by the present invention, prestress concrete variable cross-section box bridge cable wire is longitudinally arranged;
The structural representation of the A-A sectional plane that Fig. 6-1 is bridge shown in Fig. 6;
Fig. 6-2 is the structural representation of the B-B of bridge shown in Fig. 6 sectional plane;
Wherein: in Fig. 1-Fig. 2-2:
Base plate 01, web 02, sawtooth block 03, base plate rope 05, bridge pier 06, diaphragm 07;
In Fig. 3-Fig. 4-2:
Base plate 11, web 12, sawtooth block 13, horizontal anchor plate 14, base plate rope 15, bridge pier 16, diaphragm 17;
In Fig. 5-Fig. 6-2:
Base plate 1, web 2, sawtooth block 3, horizontal anchor plate 4, base plate rope 5, bridge pier 6, diaphragm 7.
Detailed description of the invention
Core of the present invention is to provide a kind of prestress concrete variable cross-section box bridge and construction method thereof, eliminates or reduce the impact that secondary dead load and lane load cause girder bending-down be out of shape, constructs reasonable stress.
In order to make those skilled in the art person understand the present invention program better, below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.
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 detailed description of the invention provided by the present invention; The structural representation of the A-A sectional plane that Fig. 5-1 is bridge shown in Fig. 5; Fig. 5-2 is the structural representation of the B-B of bridge shown in Fig. 5 sectional plane; Fig. 6 is the structural representation that in a kind of detailed description of the invention provided by the present invention, prestress concrete variable cross-section box bridge cable wire is longitudinally arranged; The structural representation of the A-A sectional plane that Fig. 6-1 is bridge shown in Fig. 6; Fig. 6-2 is the structural representation of the B-B of bridge shown in Fig. 6 sectional plane.
Prestress concrete variable cross-section box bridge provided by the present invention, comprise bridge pier 6, base plate 1, web 2, prestress baseboard rope 5 and anchor plate 4, be arranged at respective beam high position and the top thereof of the base plate 1 of span centre position, the anchor plate 4 being inclined upwardly or bending up longitudinally is set along case beam from span centre to the direction of bridge pier 6 by certain ratio of slope, at span centre to 3L/8 cross section section, the base plate 1 of anchor plate 4 and case beam combines together, and all the other positions are separated; On prestress baseboard rope 5, the curved anchor plate 4 that is arranged in is inner.The thickness of anchor plate 4 is identical with the thickness of base plate 1 span centre position, is generally 30-50cm.
Setting like this, anchor plate 4 is in span centre closure segment horizontal arrangement and be inclined upwardly according to certain ratio of slope, the prestress baseboard rope 5 being placed in anchor plate 4 inside can along curved layout on anchor plate 4, and ratio of slope curved on anchor plate 4 determines according to the active force that can balance secondary dead load and track load, therefore, the prestress baseboard rope 5 of upper curved layout can provide radial load upwards, to offset secondary dead load, the downward active force that track load etc. applies, guarantee that girder because of downward active force, lower flexure strain can not occur after closing up, after can ensureing closure of bridge structure, absolute altitude is substantially constant, be easy to construction control, overcome the drawback of the downward radial load of same bridges, improve its carrying traffic capacity, increase its span ability.Certainly, prestress baseboard rope 5 is so set part shearing resistance component also can be provided, improve the shear resistance of bridge, the shearing resistance distortion ability that anchor plate 4 also can improve bridge is simultaneously set.
In this embodiment, anchor plate 4 is to being in tilted layout on the ratio of slope of 5%, certainly, also according to different bridges, can adopt different inclination ratios of slope.
For the ease of construction, the surface of the main span part of anchor plate 4 is concave parabola shape surface to lower recess, the upper face of anchor plate 4 raises up and arranges the surface in convex parabola shape and be connected with the pier top horizontal segment of bridge pier 6, anchor plate 4 bottom be arranged at the construct base plate 1 of horizontal segment of sections of span centre closure segment and combine together.
It should be noted that, the integral part of anchor plate 4 is that parabolically shape is arranged, wherein the parabola shaped two ends of anchor plate 4 are connected with the pier top horizontal ends of bridge pier 6, and the convex parabola shape surface that anchor plate 4 and the surface of the linkage section of bridge pier 6 are arranged for raising up.
Setting like this, prestress baseboard rope 5 facade being arranged at anchor plate 4 can be made to form concave parabola shape facade, make the bending moment envelope diagram of prestress baseboard rope 5 and beam bridge substantially identical, the positive bending moment that span centre L/2 cross section to 3L/8 cross section is larger can be overcome, part hogging moment can be resisted near L/8 cross section.
As shown in Fig. 6 to Fig. 6-2, prestress baseboard rope 5 is arranged in anchor plate 4, the anchor plate 4 of prestress baseboard rope 5 stretch-draw anchor position arranges sawtooth block 3, prestress baseboard rope 5 stretch-draw anchor end bends up in case at sawtooth block 3 place, after case beam closes up, by longitudinal symmetrical stretch-draw anchor on sawtooth block 3.
Anchor plate 4 can as shown in Figure 5 extend to bridge pier 6 place near bridge pier 6 side last sawtooth block 3 place horizontal arrangement and through pier top diaphragm 7 with adjacent across anchor plate 4 be connected as a single entity.Changeover portion between the pier top horizontal segment of anchor plate 4 and spanning tilting section is curve transition.Also can stop near last sawtooth block 3 place, bridge pier 6 side and safety barrier is being set in anchor plate 4 rear end.
Prestress baseboard rope 5 is planar flat is bent to case endosternum 2 and stretch-draw and anchoring operation are carried out in base plate 1 junction.With reference to shown in Fig. 5, combine together along the longitudinal direction of bridge and web 2 in anchor plate 4 left and right sides, its transverse structure reinforcing bar bends up at web 2 place also and web 2 vertical reinforced-bar-welding is firm or overlap joint, when adopting overlap joint, the transverse structure reinforcing bar of anchor plate 4 bends up at web 2 place, and the anchorage length ensureing in web is more than 40 times of bar diameter.
In span centre L/2 cross section to 3L/8 section horizontal plane, the radial load of prestress baseboard rope 5 is larger, the transverse structure reinforcing bar of this section anchor plate 4 will be strengthened especially, if desired horizontal ribs is set on horizontal anchor plate 4, on horizontal ribs, applies transverse prestress if desired.
In addition, provide a kind of construction method of prestress concrete variable cross-section box bridge in this detailed description of the invention, the method is: bridge adopts Hanging Basket case-in-place cantilever method, and anchor plate 4 is cast-in-place together with box girder segment, or anchor plate 4 postpones a construction stage, cast-in-place on case inner support or suspension bracket.Being arranged at the transverse prestress construction that the horizontal ribs of anchor plate 4 applies will early than the stretching construction of longitudinal prestressing base plate rope 5, and horizontal precompression can avoid bridge to produce longitudinal cracking.
The stretch-draw of base plate rope divides many batches of multistages to construct according to the change zone of reasonableness of span centre absolute altitude.Case beam closes up post tensioning 40%, and later stage cast-in-place leveling Concrete Thick 10 centimetres completes post tensioning 20%, and sidewalk, railing or anticollision barrier complete post tensioning 20%, and thick 10 centimetres of asphalt concrete pavement completes post tensioning 20%.When not arranging leveling concrete, case beam closes up post tensioning 40%, and sidewalk, railing or anticollision barrier complete post tensioning 30%, and thick 10 centimetres of asphalt concrete pavement completes post tensioning 30%.The stretching force segmentation scales of base plate rope can adjust according to the change zone of reasonableness of case stress beam and distortion.
So, during construction anchor plate 4 can together with box girder segment cantilever cast-in-place, for alleviating Hanging Basket cantilever pouring weight, it is cast-in-place on case inner support or suspension bracket that anchor plate 4 also can postpone a construction stage, construction is easy to control, and the simultaneously stretch-draw of prestress baseboard rope 5 divides many batches of multistages to construct according to the change zone of reasonableness of span centre absolute altitude, can realize after main span first phase closes up, bridge absolute altitude is substantially constant, is also easy to control construction simultaneously.
It should be noted that, a kind of prestress concrete variable cross-section box bridge provided in this detailed description of the invention and construction method thereof, be applicable to the wide bridge of various longitudinal gradient main spans 100 to 150 meters (4 to 6 track), certainly, be also not precluded within when carrying out the design of other forms of beam bridge and adopt beam bridge in this detailed description of the invention and construction method.
Above a kind of prestress concrete variable cross-section box bridge provided by the present invention and construction method thereof are described in detail.Apply specific case herein to set forth principle of the present invention and embodiment, the explanation of above embodiment just understands method of the present invention and core concept thereof for helping.It should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention, can also carry out some improvement and modification to the present invention, these improve and modify and also fall in the protection domain of the claims in the present invention.
Claims (10)
1. a prestress concrete variable cross-section box bridge, comprise bridge pier (6), base plate (1), web (2), prestress baseboard rope (5) and anchor plate (4), it is characterized in that: in described base plate (1) respective beam high position and the top thereof of span centre position, the anchor plate (4) being inclined upwardly or bending up longitudinally is set from span centre to the direction of described bridge pier (6) along case beam, at span centre to 3L/8 cross section section, described anchor plate (4) and described base plate (1) combine together, and all the other positions are separated; Described prestress baseboard rope (5) is above curved is arranged in described anchor plate (4) inside.
2. prestress concrete variable cross-section box bridge according to claim 1, it is characterized in that, the surface of the main span part of described anchor plate (4) is concave parabola shape surface to lower recess, the upper face of described anchor plate (4) raises up and arranges the surface in convex parabola shape and be connected with the pier top horizontal segment of described bridge pier (6), described anchor plate (4) bottom and be arranged at the construct described base plate (1) of horizontal segment of sections of span centre closure segment and combine together.
3. prestress concrete variable cross-section box bridge according to claim 1, it is characterized in that, described anchor plate (4) is positioned at described prestress baseboard rope (5) stretch-draw anchor position and is provided with sawtooth block (3), described prestress baseboard rope (5) stretch-draw anchor end bends up in case beam at described sawtooth block (3) place, and along the equal symmetrical stretch-draw anchor of longitudinal direction of case beam on described sawtooth block (3).
4. prestress concrete variable cross-section box bridge according to claim 3, it is characterized in that, described anchor plate (4) extend to described bridge pier (6) side sawtooth block (3) horizontal arrangement described in last and extend to described bridge pier (6) place and through pier top diaphragm (7) with adjacent across described anchor plate (4) be connected as a single entity.
5. prestress concrete variable cross-section box bridge according to claim 4, is characterized in that, the changeover portion between the pier top horizontal segment of described anchor plate (4) and spanning tilting section is curve transition.
6. prestress concrete variable cross-section box bridge according to claim 4, it is characterized in that, described anchor plate (4) is near described bridge pier (6) side, sawtooth block (3) place described in last stops and arranges safety barrier in described anchor plate (4) rear end.
7. the prestress concrete variable cross-section box bridge according to claim 1 to 6 arbitrary, it is characterized in that, the transverse structure reinforcing bar of described anchor plate (4) bends up also firm with the vertical reinforced-bar-welding of described web (2) at web (2) place.
8. prestress concrete variable cross-section box bridge according to claim 7, it is characterized in that, in case girder span, L/2 cross section is provided with horizontal ribs to the described anchor plate (4) of 3L/8 section, and described horizontal ribs applies transverse prestress.
9. the construction method of a prestress concrete variable cross-section box bridge, it is characterized in that: bridge adopts Hanging Basket case-in-place cantilever method, cantilever is cast-in-place together for anchor plate (4) and box girder segment, or anchor plate (4) postpones a construction stage, cast-in-place construction on case inner support or suspension bracket, being arranged at the transverse prestress construction that the horizontal ribs of anchor plate (4) applies will early than the stretching construction of longitudinal prestressing base plate rope (5).
10. the construction method of prestress concrete variable cross-section box bridge according to claim 9, it is characterized in that, case beam closes up post tensioning 40%, cast-in-place leveling Concrete Thick 10 centimetres completes post tensioning 20%, sidewalk, railing or anticollision barrier complete post tensioning 20%, and thick 10 centimetres of asphalt concrete pavement completes post tensioning 20%; When not arranging leveling concrete, case beam closes up post tensioning 40%, and sidewalk, railing or anticollision barrier complete post tensioning 30%, and thick 10 centimetres of asphalt concrete pavement completes post tensioning 30%.
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| CN104452569B (en) * | 2014-11-24 | 2016-03-30 | 王汉席 | A kind of Long span prestressed concrete beam bridge cloth Shu Fangfa |
| CN105317002B (en) * | 2015-05-08 | 2017-07-11 | 贵州省水利水电勘测设计研究院 | Continuous rigid frame aqueduct becomes the transition beam segment structure and method for designing of case variable cross-section |
| CN113567242B (en) * | 2021-07-05 | 2022-02-18 | 交通运输部公路科学研究所 | Method for detecting resistance of reinforced concrete or prestressed concrete beam |
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