CN203270434U - Prestressed concrete box girder bridge with variable cross section - Google Patents
Prestressed concrete box girder bridge with variable cross section Download PDFInfo
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- CN203270434U CN203270434U CN2013202453577U CN201320245357U CN203270434U CN 203270434 U CN203270434 U CN 203270434U CN 2013202453577 U CN2013202453577 U CN 2013202453577U CN 201320245357 U CN201320245357 U CN 201320245357U CN 203270434 U CN203270434 U CN 203270434U
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Abstract
本实用新型公开了一种预应力混凝土变截面箱梁桥，包括桥墩和构成箱梁的顶板、底板及腹板，顶板的上表面和下表面均粘贴有FRP结构，且顶板内施加有沿桥宽方向的横向预应力；在跨中L/2截面至L/4截面区段内的腹板的左表面和右表面均粘贴有FRP结构，且腹板内施加有沿桥高方向的竖向预应力；在跨中L/2截面至L/4截面区段内的底板的下表面粘贴有FRP结构，且底板内施加有沿桥宽方向的横向预应力；FRP结构包括FRP方格布且FRP方格布的两个表面均粘贴有FRP短切毡，其相互之间通过粘结剂粘贴固化形成FRP结构。该预应力混凝土变截面箱梁桥的抗裂性高及桥面防水性较好。
The utility model discloses a prestressed concrete variable cross-section box girder bridge, which comprises a bridge pier and a top plate, a bottom plate and a web plate constituting a box girder. The upper surface and the lower surface of the top plate are pasted with FRP structures, and the top plate is applied along the bridge. Transverse prestress in the width direction; FRP structures are pasted on the left and right surfaces of the web in the mid-span L/2 section to L/4 section section, and the vertical prestress along the bridge height direction is applied in the web Prestressing; FRP structure is pasted on the lower surface of the bottom plate in the mid-span L/2 section to L/4 section section, and the bottom plate is applied with transverse prestress along the bridge width direction; the FRP structure includes FRP grid cloth and Both surfaces of the FRP grid cloth are pasted with FRP chopped strand mats, which are pasted and solidified by adhesives to form an FRP structure. The prestressed concrete variable cross-section box girder bridge has high crack resistance and good waterproof performance of the bridge deck.
Description
Technical field
The utility model relates to civil engineering bridge technology field, more particularly, relates to a kind of prestress concrete variable cross-section box girder bridge.
Background technology
Be across prestress concrete variable cross-section box girder bridge the bridge type that extensively adopts at present greatly, the most common with continuous beam and continuous rigid frame bridge, often adopt the construction of Hanging Basket cast-in-place cantilever method.
As depicted in figs. 1 and 2, wherein Fig. 1 be in prior art greatly across the structural representation of prestress concrete variable cross-section box girder bridge, Fig. 2 be prior art greatly across the prestress concrete variable cross-section box girder bridge constructional drawing, be continuous rigid frame bridge.Be provided with pier top diaphragm 08 on bridge pier 06 Dun Ding, the pier top casting is built case beam 013 and is comprised No. 0 piece and No. 1 piece, wherein No. 0 piece and No. 1 piece all adopt pier jacking frame cast-in-place, the two-step pouring construction of larger time-division of deck-molding, pouring construction is to the web middle part for the first time, build for the second time the above remaining part in web middle part, then adopt in the construction extremely of Hanging Basket cantilever pouring across closure segment 09 and end bay closure segment 010 side, place.End bay Cast-in-Situ Segment 011 build on end bay cast-in-place support 012 complete after, first carry out the construction of end bay closure segment 010, then carry out the construction of middle span centre closure segment 09.When end bay cast-in-place support 012 was higher, construction risk was large, and is uneconomical.
Fig. 5 is that prior art is greatly across the vertical arrangement diagram of the cable wire of prestress concrete variable cross-section box girder bridge.The case beam is comprised of base plate 01, web 02 and top board 04.Be provided with the hogging moment cable wire of the cardinal principle horizontal arrangement of vertically arranging along the case beam in top board 04, it is anchored near the web place, wherein the position of anchoring is lower than the position of hogging moment cable wire in top board 04, so need vertically bend up anchoring place, so the hogging moment cable wire is divided into flat curved segment and perpendicular curved segment, the radial load of flat curved segment and perpendicular curved segment easily causes the top board longitudinal cracking.Downward curved being arranged in web 02 of web rope 07, be anchored at box girder segment web end face, lower curved web rope 07 provides component upwards to anti-shearing force, but easily causes near the web 02 horizontal direction cracking web rope 07 anchorage zone and be parallel to the longitudinal cracking of web rope 07 direction.Base plate 01 soffit between adjacent two bridge piers 06 is smooth arch, and 05 time curved being arranged in smooth arch floor 01 of base plate rope is at sawtooth piece 03 place's stretch-draw anchor.The lower horizontal section of lower bent bottom plate rope 05 peace curved segment all produces radial load and easily causes the base plate longitudinal cracking, causes the base plate destruction of bursting apart when serious.Top board 04 is interior, and standing to put transverse prestress lateral stressed to improve bridge deck.The interior vertical prestressing that arranges of web 02 is with the opposing principal tensile stress.The interior general most bridges of base plate 01 are not established transverse prestress.Large-tonnage longitudinal prestressing rope all can produce the splitting pulling force in the cable wire vertical direction.Wherein, laterally be along the wide direction of bridge, vertically be along the high direction of bridge, vertically be the direction along spanning, wherein the direction along spanning is also along the long direction of bridge.
Prior art is greatly across being provided with more prestressed cable and ground tackle in prestress concrete variable cross-section box girder bridge top board 04, itself there is certain microcrack in the general concrete structure, therefore general bridge deck water-proof effect is all not good, often causes cable wire or ground tackle corrosion, has a strong impact on structure durability.
Sawtooth piece 03 is generally reinforced concrete structure, is used for being anchored at the cable wire of stretch-draw in case.The anchorage zone cable wire generally needs the perpendicular stretch-draw in case that is bent to.Wherein perpendicular curved namely curved along the high direction of bridge.
Major defect or the deficiency of prior art show:
(1) adopt the normal crack that produces along the spanning direction of large top board across prestress concrete variable cross-section box girder bridge of cantilever-construction.The crack generally is positioned at below top board and web stalk armpit junction and top board rope anchoring section.When top board adopts transverse prestress, the crack is alleviated to some extent, but can not eliminate fully.It is mainly caused by the abrupt change of cross-section, top board rope axial force and radial load, splitting power, the torsion of asymmetric stretch-draw prestressing force construction unbalance loading, construction error, concrete shrinkage and creep and temperature etc., these crack risk factors generally are difficult to avoid, be the common problem of similar bridge, must be structurally improved and overcome.
(2) adopt the normal crack that produces along the spanning direction of large base plate across prestress concrete variable cross-section box girder bridge of cantilever-construction.The base plate crack generally is positioned at the positive bending moment base plate rope of span centre L/2 cross section to L/4 cross section section and arranges section base plate 01 lower edge, and is common near span centre.Mainly caused by lower bent bottom plate rope axial force and radial load, splitting power, construction error, concrete shrinkage and creep and temperature etc., these crack risk factors generally are difficult to avoid, and are the common problem of similar bridge, must structurally be improved to overcome.
(3) adopt the normal crack that produces along the spanning direction of large web across prestress concrete variable cross-section box girder bridge of cantilever-construction.Web is generally established vertical prestressing.The web crack generally is positioned at span centre L/2 cross section to L/4 cross section section.Often occur the vertical equity crack near the anchorage zone of lower curved web rope and be parallel to the diagonal crack of web rope 07 direction.Mainly by the vertical radial load downwards of base plate rope, asymmetric Construction reverse, lower curved web rope makes progress component, the loss of vertical prestressing tackline is large, construction error, concrete shrinkage and creep and temperature etc. cause, these crack risk factors are difficult to avoid, be the common problem of similar bridge, must be structurally improved and overcome.
(4) the pier top casting is built No. 0 piece of case beam and No. 1 piece when higher, and concreting is generally carried out at twice.Build for the first time Lower Half branch mailbox beam and diaphragm, construction is to the mid point of case web and diaphragm height, build for the second time remaining first half branch mailbox beam and diaphragm, form the multiple indeterminate box-structure of sealing, the hydration heat of concrete of the first half reached about 75 degree in 24 hours, dropped at the 2nd day to the 7th day about 25 degree, build for the first time Lower Half branch mailbox beam and build for the second time about remaining first half branch mailbox beam upper and lower temperature difference variation 50 degree, causing the pier top casting to build No. 0 piece of case beam and web and the vertical thermal cracking of diaphragm the first half appearance of No. 1 piece.These thermal cracking risk factors are difficult to avoid, and are the common problem of similar bridge, must be improved to overcome on structure and construction technology.
What (5) prior art adopted cantilever-construction across the closure construction method of prestress concrete variable cross-section box girder bridge is greatly: after cantilever construction was completed, end bay is one section Cast-in-Situ Segment of construction on support generally, first carry out end bay and close up, then in carrying out across closing up.Use this folding method, have a big risk when the bridge pier on both sides is higher, timbering cost is with high, and is uneconomical.
That (6) adopts cantilever-construction generally adopts concrete to reach disposable stretch-draw to 100% after requirement across the pre-stressed construction method of prestress concrete variable cross-section box girder bridge greatly.The case beam there is the certain impact effect.The concrete curing General Requirements is more than 9 to 10 days, and the segmental construction cycle, generally greater than 15 days to 18 days, the time was longer.
(7) box girder cantilever construction sections concrete structure is subjected to health temperature to affect the early stage thermal cracking of normal appearance.Hydration heat of concrete reached about 75 degree in 24 hours, dropped at the 2nd day to the 7th day about 25 degree, and the decline temperature difference 50 degree cause concrete cracking.
(8) inevitable because of the microcrack of general concrete, top board adopts the transverse prestress structure or all can not solve the bridge deck water-proof problem fully without transverse prestress, often causes the prestressed cable of bridge floor and ground tackle corrosion serious, affects structure durability.
(9) prior art sawtooth piece 03 is generally reinforced concrete structure.The end-acted power of sawtooth piece 03 is large.The large-tonnage longitudinal prestressing all produces horizontal splitting pulling force in the cable wire vertical direction.Cracking phenomena often appears in sawtooth piece surface.
In addition, the prior art large follow-up construction working after closing up across the prestress concrete variable cross-section box girder bridge girder that adopts cantilever-construction has following characteristics:
After closing up across the case beam of prestress concrete variable cross-section box girder bridge greatly, prior art carries out the cast-in-place leveling concrete construction in thick 10 centimetres of left and right, thick 10 centimetres of left and right asphalt concrete pavement constructions and sidewalk, railing or anticollision barrier construction.
The cast-in-place leveling concrete in thick 10 centimetres of left and right, thick 10 centimetres of left and right asphalt concrete pavements, sidewalk, railing or anticollision barrier weight are commonly referred to as the second stage of dead load.Dead load construction stage second phase, the general stretch-draw of base plate rope 05 is completed.The second phase dead load generally adopts concrete material, and the Partial Bridges railing adopts steel work, and is larger from weight average.
Following table has been listed the proportionate relationship of the second stage of dead load and Road Design lane load.The second phase dead load is generally 2 times of left and right of Road Design lane load, adopts light-duty bridge system structure, reduce impact that the second stage of dead load causes the girder bending-down distortion to the raising traffic capacity, to reduce the construction control difficulty significant.
In sum, how effectively improving crack resistance and the bridge deck water-proof of prestress concrete variable cross-section box girder bridge, is the problem that present those skilled in the art need solution badly.
The utility model content
For defective and the deficiency of prior art, the utility model purpose is to provide a kind of high cracking resistance, the bridge deck water-proof performance is good and the prestress concrete variable cross-section box girder bridge of box girder structure reasonable stress.
In order to achieve the above object, the utility model provides following technical scheme:
A kind of prestress concrete variable cross-section box girder bridge comprises bridge pier and the top board, base plate and the web that consist of case beam case chamber, and the upper surface of described top board and soffit all are pasted with the FRP structure;
Left surface and the right surface of the described web in the section of span centre L/2 cross section to L/4 cross section all are pasted with the FRP structure;
The soffit of the described base plate in the section of span centre L/2 cross section to L/4 cross section is pasted with the FRP structure;
Described FRP structure comprises that two surfaces of FRP woven roving and every layer of described FRP woven roving all are pasted with the chopped felt of FRP, pastes by cementing agent between described FRP woven roving and the chopped felt of described FRP to solidify to form described FRP structure.
Preferably, described FRP structure comprises one deck or two-layer described FRP woven roving.
Preferably, all be pasted with described FRP structure on the gullet plate outer wall of described variable cross-section box girder bridge.
Preferably, all be pasted with described FRP structure on the first half web inwall of case beam case chamber, described bridge pier pier top and on the both side surface of diaphragm.
Preferably, be pasted with described FRP structure on the bridge deck of described prestress concrete variable cross-section box girder bridge, and described bridge deck FRP structure upper surface upslide brush cementing agent, before described adhesive cures on it successively making two bed thickness be 3-4 centimetre and the aggregate diameter be the asphalt concrete pavement layer of 10mm-13mm; Perhaps directly build the C50 concrete pavement layer of one deck 6-8 cm thick after described adhesive cures on it.
Preferably, described FRP structure is specially the GFRP structure.
Preferably, on the first half web inwall of case beam case chamber, described bridge pier pier top and the FRP structure on the both side surface of diaphragm include one deck FRP woven roving;
The surface, the left and right sides of the upper and lower surface of described top board, the described web in the section of span centre L/2 cross section to L/4 cross section and soffit and the FRP structure on the gullet plate outer wall of base plate include two-layer FRP woven roving.
Preferably, described cementing agent is epoxide-resin glue.
Compare across the prestress concrete variable cross-section box girder bridge structure greatly with existing, the main beneficial effect of the utility model is:
(1) upper and lower surface due to case back plate all is pasted with FRP(Fiber Reinforced Polymer, fibre reinforced composites) structure, and the FRP structural strength can reach the 300MPa left and right and steel approach, and is equivalent to paste respectively up and down one deck steel plate at case back plate.And top board arranges along the transverse prestress of bridge cross direction, forms the lateral stressed structure of prestressed concrete and FRP structure composite.Greatly improve the lateral stressed and cracking resistance of top board, avoided the crack problem of the suitable spanning direction that top board is prone to, improved structural integrity.
(2) the FRP structure is pasted on case back plate surface, dividing during Cantilever Construction and full-bridge to close up rear the second stage of each one deck of dead load construction stage constructs for twice, throw again brush ring epoxy resins waterproofing course on bridge deck FRP structure, globality and reliability have been guaranteed, paste the FRP structure and be equivalent to paste one deck steel plate on box girder bridge face, form structural waterproofing course, thereby can effectively avoid the automobile dynamic load of bridge operation stage to cause the distortion of concrete structure or cracking to cause traditional function waterproof layer cracking Problem of Failure.In addition, because FRP is anti-cracking waterproof material preferably, paste the FRP structure in cover top surface, solved the waterproof problem of cover top surface, and longitudinal prestressing, transverse prestress and the vertical prestressing cable wire is more and ground tackle is also more in the prestress concrete variable cross-section box girder bridge top board in prior art, the waterproof problem that solves cover top surface can be avoided cable wire or ground tackle corrosion, has improved the durability of top board prestressed material, and then has greatly improved structure durability.
(3) because the FRP structure is all pasted on the surface, left and right at the case web, be equivalent to paste steel plate on the surface of case web, improved the stressed and cracking resistance of the shearing resistance of web, principal tensile stress crack and the anchorage zone crack problem of having avoided web to be prone to have improved structural integrity.
(4) because case beam base plate soffit is pasted the FRP structure, be equivalent to paste one deck steel plate on case beam base plate soffit, improved the lateral stressed and cracking resistance of base plate, avoided suitable bridge that base plate is prone to crack problem, improved structural integrity.
(5) building of pier top case beam carried out minutes for 2 times.Build for the first time Lower Half branch mailbox beam, construction is to the mid point of case web height, build for the second time remaining first half branch mailbox beam, the hydration heat of concrete of the first half reached about 75 degree in 24 hours, dropped at the 2nd day to the 7th day about 25 degree, upper and lower temperature difference 50 degree cause the web of No. 0 piece and No. 1 piece and diaphragm the first half Vertical Cracks to occur.The utility model is pasted the FRP structure at web, the diaphragm of first half branch mailbox beam on the surface, can effectively prevent thermal cracking.
(6) the FRP structure comprises that two surfaces of FRP woven roving and FRP woven roving all are pasted with the chopped felt of FRP, solidify to form the FRP structure by the epoxy resin glue between the chopped felt of FRP woven roving and FRP.During construction, the chopped felt of FRP woven roving and FRP successively sticks on the surface formation FRP structure of structure successively by epoxide-resin glue.The FRP structure has the plasticity of constructing arbitrarily before the epoxide-resin glue adhesive curing, the FRP architecture quality is light, is better than affixing steel plate in construction.The FRP structure has advantages of easy construction.
(7) adopted the FRP structure on concrete slab after, 10 centimetres of cast-in-place leveling concrete constructions in left and right and thick 10 centimetres of left and right asphalt concrete pavement constructions add up to 20 centimetres and can thickly be thinned to 6-8 centimetre, realize the bridge floor lightness, can improve load carrying capacity of bridge.
(8) the FRP structure on the gullet plate outer wall includes two-layer FRP woven roving, forms the local pressure structure of steel concrete and FRP structure composite.Greatly improve local pressure and the cracking resistance of gullet plate, avoided the crack problem that is prone on the gullet plate outer wall.
Description of drawings
In order to be illustrated more clearly in the utility model embodiment or technical scheme of the prior art, the below will do to introduce simply to the accompanying drawing of required use in embodiment or description of the Prior Art, apparently, accompanying drawing in the following describes is only embodiment more of the present utility model, for those of ordinary skills, under the prerequisite of not paying creative work, can also obtain according to these accompanying drawings other accompanying drawing.
Fig. 1 is that prior art is greatly across the structural representation of prestress concrete variable cross-section box girder bridge;
Fig. 2 is that prior art is greatly across the prestress concrete variable cross-section box girder bridge constructional drawing;
Fig. 3 is the B-B sectional view of Fig. 2;
Fig. 4 is the A-A sectional view of Fig. 2;
Fig. 5 is that prior art is greatly across the vertical arrangement diagram of the cable wire of prestress concrete variable cross-section box girder bridge;
Fig. 6 is the A-A sectional view of Fig. 5;
Fig. 7 is the B-B sectional view of Fig. 5;
Fig. 8 is the C-C sectional view of Fig. 5;
The structural representation of the prestress concrete variable cross-section box girder bridge that Fig. 9 provides for the utility model embodiment;
The constructional drawing of the prestress concrete variable cross-section box girder bridge that Figure 10 provides for the utility model embodiment;
Figure 11 is the C-C sectional view of Figure 10;
Figure 12 is the B-B sectional view of Figure 10;
Figure 13 is the A-A sectional view of Figure 10.
In accompanying drawing, mark is as follows:
01-base plate, 02-web, 03-sawtooth piece, 04-top board, 05-base plate rope, 06-bridge pier, 07-web rope, 08-pier top diaphragm, 09-span centre closure segment, 010-end bay closure segment, 011-end bay Cast-in-Situ Segment, 012-end bay cast-in-place support, 013-pier top cast-in-situ box girder;
1-base plate, 2-web, 3-sawtooth piece, 4-top board, 5-bridge pier, 6-pier top diaphragm, 7-pier-side bracket, 8-FRP structure.
The specific embodiment
The utility model purpose is to provide a kind of high cracking resistance, the bridge deck water-proof performance is good and the prestress concrete variable cross-section box girder bridge of box girder structure reasonable stress.
Below in conjunction with the accompanying drawing in the utility model embodiment, the technical scheme in the utility model embodiment is clearly and completely described, obviously, described embodiment is only the utility model part embodiment, rather than whole embodiment.Based on the embodiment in the utility model, those of ordinary skills are not making the every other embodiment that obtains under the creative work prerequisite, all belong to the scope of the utility model protection.
See also Fig. 9-Figure 13, the prestress concrete variable cross-section box girder bridge that the utility model provides comprises bridge pier 5 and consists of top board 4, base plate 1 and the web 2 of case beam case chamber, wherein the upper surface of top board 4 and soffit all are pasted with FRP structure 8, are applied with along the transverse prestress of bridge cross direction in top board 4 same as the prior art; Left surface and the right surface of the web 2 in the section of span centre L/2 cross section to L/4 cross section all are pasted with FRP structure 8, are applied with along the vertical prestressing of the high direction of bridge in web 2 same as the prior art; The soffit of the base plate 1 in the section of span centre L/2 cross section to L/4 cross section is pasted with FRP structure 8, is applied with along the transverse prestress of bridge cross direction in base plate 1 same as the prior art; Wherein, FRP structure 8 comprises that two surfaces of FRP woven roving and FRP woven roving all are pasted with the chopped felt of FRP, solidify to form FRP structure 8 by the epoxy resin glue between the chopped felt of FRP woven roving and FRP.Wherein, two adjacent FRP woven rovings can only arrange the chopped felt of one deck FRP.FRP structure 8 is pasted on prestress concrete variable cross-section box girder bridge by epoxide-resin glue.
Wherein FRP is Fiber Reinforced Polymer english abbreviation, i.e. fibre reinforced composites.Fibre reinforced composites are called GFRP(Glass Fiber Reinforced Polymer when adopting glass fiber, the normal glass fiber reinforced plastic that claims), fibre reinforced composites are called CFRP(Carbon Fiber Reinforced Polymer when adopting carbon fiber, carbon fibre reinforced composite), and GFRP and CFRP be referred to as FRP.Glass fiber tensile strength 1000MPa left and right, about epoxide-resin glue tensile strength 60MPa, the intensity that the GFRP structural strength that forms after glass fiber and epoxy resin glue can reach 300MPa left and right and steel work approaches.
In the prestress concrete variable cross-section box girder bridge that the utility model embodiment provides, because the upper and lower surface of case back plate 4 all is pasted with FRP(Fiber Reinforced Polymer, fibre reinforced composites) structure, and FRP structure Final 8 degree can reach the 300MPa left and right and approach with steel, is equivalent to paste respectively up and down one deck steel plate at case back plate 4.And top board 4 arranges along the transverse prestress of bridge cross direction, forms prestressed concrete and the compound lateral stressed structure of FRP structure 8.Greatly improve the lateral stressed and cracking resistance of top board 4, avoided the crack problem of the suitable spanning direction that top board 4 is prone to, improved structural integrity.Simultaneously, FRP structure 8 is pasted on case back plate 4 surfaces, branch mailbox Cantilever Construction stage and full-bridge close up rear the second stage of each one deck of dead load construction stage and arrange for twice, throw again the brush ring epoxy resins on bridge deck FRP structure, globality and reliability have been guaranteed, be equivalent to paste one deck steel plate on box girder bridge face, form structural waterproofing course, thereby can effectively avoid the automobile dynamic load of bridge operation stage to cause the distortion of concrete structure or cracking to cause traditional function waterproof layer cracking Problem of Failure.In addition, because FRP is anti-cracking waterproof material preferably, paste FRP structure 8 at top board 4 upper surfaces, solved the waterproof problem of top board 4 upper surfaces, and in prior art, the interior longitudinal prestressing of prestress concrete variable cross-section box girder bridge top board 4, transverse prestress and vertical prestressing cable wire are more and ground tackle is also more, the waterproof problem that solves top board 4 upper surfaces can be avoided cable wire or ground tackle corrosion, has improved the durability of top board 4 prestressed materials, and then has greatly improved structure durability.
In addition, because FRP structure 8 is all pasted on the surface, left and right at case web 2, be equivalent to paste steel plate on the surface of case web 2, improved the stressed and cracking resistance of the shearing resistance of web 2, principal tensile stress crack and the anchorage zone crack problem of having avoided web 2 to be prone to have improved structural integrity.
And, because case beam base plate 1 soffit is pasted FRP structure 8, be equivalent to paste one deck steel plate on case beam base plate 1 soffit, improved the lateral stressed and cracking resistance of base plate 1, avoid suitable bridge that base plate 1 is prone to crack problem, improved structural integrity.
During construction, the chopped felt of FRP woven roving and FRP successively sticks on the isostructural surface cure of base plate 1, top board 4 or web 2 by cementing agent successively and forms FRP structure 8.FRP structure 8 has the plasticity of constructing arbitrarily before adhesive cures, and FRP structure 8 quality are light, and FRP structure 8 has advantages of easy construction.Wherein cementing agent can be epoxide-resin glue, its have advantages of cheap and viscosity stronger.
In summary, the prestress concrete variable cross-section box girder bridge that the utility model provides, give full play to the advantage of concrete anti-compression, steel tension and FRP structure cracking resistance, effectively improve prestress concrete variable cross-section box girder bridge crack resistance, bridge deck water-proof performance, thereby made box girder structure stressed more reasonable.
Wherein, FRP structure 8 can only comprise one deck FRP woven roving, also can comprise two-layer FRP woven roving.When only comprising one deck FRP woven roving, can be only at upper surface and the soffit of FRP woven roving, the chopped felt of one deck FRP be set respectively.When comprising two-layer FRP woven roving, three layers of chopped felt of FRP can only be set, the chopped felt of one deck FRP namely is set between two-layer FRP woven roving, the surface away from the other side of two-layer FRP woven roving arranges respectively the chopped felt of one deck FRP.
In addition, all be pasted with one deck FRP structure 8 at variable cross-section box girder bridge on the outer wall of the gullet plate of case beam inside.And on the gullet plate outer wall, FRP structure 8 comprises two-layer FRP woven roving, and between two-layer FRP woven roving and the surface away from the other side of two-layer FRP woven roving is respectively arranged with the chopped felt of one deck FRP, mutually pastes successively by epoxide-resin glue between the chopped felt of FRP woven roving and FRP to form an integral body.FRP structure 8 thickness that the gullet plate outer wall so is set are 6mm.Wherein gullet plate is reinforced concrete structure, forms FRP structure-steel concrete composite construction.Be equivalent to paste one deck steel plate on case beam sawtooth piece 3 outer wall surface, improved the stressed and cracking resistance of sawtooth piece 3, efficiently solve sawtooth piece 3 problem of Crackings.
Preferably, all be pasted with FRP structure 8 on the first half web 2 inwalls of bridge pier 5 pier top case beams and on the both side surface of diaphragm.Wherein bridge pier 5 pier top case beams are built at twice, and second builds the first half, so web 2 inboards of the first half branch mailbox beam of building for the second time are pasted with FRP structure 8.On the first half web 2 inwalls of bridge pier 5 pier top case beams and the FRP structure 8 on the both side surface of diaphragm 6 be one deck FRP woven roving, and one deck FRP woven roving two surfaces are provided with the chopped felt of one deck FRP, mutually paste successively by epoxide-resin glue between the chopped felt of FRP woven roving and FRP to form an integral body.On the first half web 2 inwalls of like this bridge pier 5 pier top case beams and FRP structure 8 thickness on the both side surface of diaphragm 6 be only 3mm.Increased accordingly the anti-crack ability of bridge pier 5 pier top case webs 2 and diaphragm 6.
In addition, in order to make the more reasonable stress of prestress concrete variable cross-section box girder bridge, same as the prior art can also being applied with in the pier top of prestress concrete variable cross-section box girder bridge diaphragm 6 along the vertical prestressing of the high direction of bridge with along the transverse prestress of bridge cross direction, same as the prior art being provided with in bridge pier 5 pier top case webs 2 along the vertical prestressing of the high direction of bridge with along the longitudinal prestressing of spanning direction.
In order further to optimize technique scheme, after cantilever construction is completed, can also be to paste again one deck FRP structure 8 on top board 4 at the bridge deck of prestress concrete variable cross-section box girder bridge, and FRP structure 8 upper surface upslides brushes cementing agents, before adhesive cures on it successively making two bed thickness be 3-4 centimetre and the aggregate diameter be the asphalt concrete pavement layer of 10mm-13mm; Perhaps directly build the C50 concrete pavement layer of one deck 6-8 cm thick after described adhesive cures on it, Lay interval 10 * 10cm diameter 6mm Ribbed Bar weldering net in it.After so having adopted FRP structure 8, needn't be again as prior art on bridge deck the thick 10 centimetres of left and right leveling concrete constructions of making and thick 10 centimetres of left and right asphalt concrete constructions, namely add up to the thickness reduction of 20 centimetres to 6-8 centimetre, due to FRP structure 8 being set, can adopt light-duty deck paving, FRP structure 8 self is lighter in addition, has greatly alleviated the weight of this bridge, can improve load carrying capacity of bridge.
Preferably, FRP structure 8 can be specially the GFRP structure, and namely the FRP woven roving is the GFRP woven roving, and the chopped felt of FRP is the chopped felt of GFRP.Compare with carbon fiber, the cost of glass fiber is lower, and more economically, and the GFRP water resistance is good, and construction plasticity is good, so GFRP is that concrete structure improves the more suitable sandwich of anti-cracking waterproof performance.
Wherein, the FRP structure 8 of the upper surface of top board 4, can comprise one deck FRP woven roving in box girder cantilever each stage of constructing, and one deck FRP woven roving two surfaces are provided with the chopped felt of one deck FRP, mutually paste successively by epoxide-resin glue between the chopped felt of FRP woven roving and FRP to form an integral body.FRP structure 8 thickness of the upper surface of like this top board 4 are only 3mm in the box girder cantilever construction stage.Before the constructions such as layer, pedestrian guard rail and anticollision barrier of mating formation of bridge floor second phase dead load, paste again one deck FRP structure 8 at FRP structure 8 upper surfaces that the bridge deck of full-bridge are top board 4, can comprise one deck FRP woven roving, throw the brush ring epoxy resins on bridge deck FRP structure 8, FRP structure 8 thickness of the upper surface of like this top board 4 are 6mm in mat formation layer construction and thickening operation stage again.The FRP structure 8 of the upper surface of top board 4 is constructed at twice, has not only improved the stress performance of bridge top board, and has made up the deficiency of more preformed hole generation bridge deck water-proof defective in the top board construction, has guaranteed globality and the reliability of bridge deck water-proof operation stage.Wherein, the FRP structure 8 of the upper surface of top board 4 comprises that one deck FRP woven roving of each during Cantilever Construction setting of case beam and full-bridge close up one deck FRP woven roving that arranges again on rear bridge deck.
The FRP structure 8 of the soffit of top board 4 comprises two-layer FRP woven roving, and between two-layer FRP woven roving and the surface away from the other side of two-layer FRP woven roving is respectively arranged with the chopped felt of one deck FRP, mutually pastes successively by epoxide-resin glue between the chopped felt of FRP woven roving and FRP to form an integral body.FRP structure 8 thickness that the soffit of top board 4 so is set are 6mm, and it can bear lateral stressed i.e. stressed along the bridge cross direction of the soffit of top board 4.
The surface of the both sides of the web 2 in the section of span centre L/2 cross section to L/4 cross section is that left surface and right surface all are pasted with one deck FRP structure 8, the FRP structure 8 of the both sides of web 2 comprises two-layer FRP woven roving, and between two-layer FRP woven roving and the surface away from the other side of two-layer FRP woven roving is respectively arranged with the chopped felt of one deck FRP, mutually pastes successively by epoxide-resin glue between the chopped felt of FRP woven roving and FRP to form an integral body.So arrange, FRP structure 8 thickness on the surface of the both sides of web 2 are 6mm.And same as the prior artly apply vertical prestressing at web 2 and form FRP-prestressed concrete composite construction web 2, be equivalent to paste one deck steel plate on case web 2 surfaces, the left and right sides, improved the stressed and cracking resistance of the shearing resistance of web 2, principal tensile stress crack and the anchorage zone problem of Cracking of having avoided web 2 to be prone to have improved structural integrity.
The soffit of the base plate 1 in the section of span centre L/2 cross section to L/4 cross section is pasted with one deck FRP structure 8.Comprise two-layer FRP woven roving, and between two-layer FRP woven roving and the surface away from the other side of two-layer FRP woven roving is respectively arranged with the chopped felt of one deck FRP, mutually pastes successively integral body of formation by epoxide-resin glue between the chopped felt of FRP woven roving and FRP.So arrange, FRP structure 8 thickness of the soffit of base plate 1 are 6mm.And same as the prior artly apply transverse prestress at base plate 1 and form FRP-prestressed concrete composite construction base plate 1, be equivalent to paste one deck steel plate on case beam base plate 1 soffit, improved the lateral stressed and cracking resistance of base plate 1, avoid the problem in the crack of the suitable spanning direction that base plate 1 is prone to, improved structural integrity.
In this manual, each embodiment adopts the mode of going forward one by one to describe, and what each embodiment stressed is and the difference of other embodiment that between each embodiment, identical similar part is mutually referring to getting final product.
To the above-mentioned explanation of the disclosed embodiments, make this area professional and technical personnel can realize or use the utility model.Multiple modification to these embodiment will be apparent concerning those skilled in the art, and General Principle as defined herein can be in the situation that do not break away from spirit or scope of the present utility model, realization in other embodiments.Therefore, the utility model will can not be restricted to these embodiment shown in this article, but will meet the widest scope consistent with principle disclosed herein and features of novelty.
Claims (8)
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| CN2013202453577U CN203270434U (en) | 2013-05-08 | 2013-05-08 | Prestressed concrete box girder bridge with variable cross section |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103233421A (en) * | 2013-05-08 | 2013-08-07 | 重庆交通大学 | Pre-stressed concrete variable cross-section box girder bridge and construction method thereof |
| CN115012325A (en) * | 2022-05-06 | 2022-09-06 | 西安交通大学 | Concrete box girder bridge reinforcing scheme based on FRP (fiber reinforced plastic) section bars |
-
2013
- 2013-05-08 CN CN2013202453577U patent/CN203270434U/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103233421A (en) * | 2013-05-08 | 2013-08-07 | 重庆交通大学 | Pre-stressed concrete variable cross-section box girder bridge and construction method thereof |
| CN115012325A (en) * | 2022-05-06 | 2022-09-06 | 西安交通大学 | Concrete box girder bridge reinforcing scheme based on FRP (fiber reinforced plastic) section bars |
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