CN103352417A - Prestressed concrete variable cross-section box girder bridge, movable suspended scaffolding and construction method of prestressed concrete variable cross-section box girder bridge - Google Patents

Prestressed concrete variable cross-section box girder bridge, movable suspended scaffolding and construction method of prestressed concrete variable cross-section box girder bridge Download PDF

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CN103352417A
CN103352417A CN2013103195524A CN201310319552A CN103352417A CN 103352417 A CN103352417 A CN 103352417A CN 2013103195524 A CN2013103195524 A CN 2013103195524A CN 201310319552 A CN201310319552 A CN 201310319552A CN 103352417 A CN103352417 A CN 103352417A
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case
frp
support
web
fixed support
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CN103352417B (en
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吴国松
胡嘉鸿
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CHONGQING GUOTONG CIVIL ENGINEERING TECHNOLOGY Co Ltd
Chongqing Jiaotong University
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CHONGQING GUOTONG CIVIL ENGINEERING TECHNOLOGY Co Ltd
Chongqing Jiaotong University
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Abstract

The invention provides a prestressed concrete variable cross-section box girder bridge. The prestressed concrete variable cross-section box girder bridge comprises a top plate, a bottom plate and webs, wherein the top plate, the bottom plate and the webs form a box girder box chamber. The prestressed concrete variable cross-section box girder bridge further comprises FRP box board composite structures, wherein the FRP box board composite structures are arranged on the lower surface of the top plate, the outer surface and inner surface of each web and the lower surface of the bottom plate. Each FRP box board composite structure comprises FRP plates and FRP box type stiffening ribs, wherein the FRP box type stiffening ribs are arranged between the two layers of FRP plates, and the FRP box type stiffening ribs and the two layers of FRP plates are bonded and cured to form the FRP box board composite structure. The stress performance and the crack resistance of a box girder are greatly improved, the phenomenon that the box girder cracks is reduced or even avoided, the structural integrity is improved, and therefore the quality and durability of the prestressed concrete variable cross-section box girder bridge are improved. The invention further provides a movable suspended scaffolding structure for the construction of the prestressed concrete variable cross-section box girder bridge and a construction method of the prestressed concrete variable cross-section box girder bridge.

Description

A kind of prestress concrete variable cross-section box girder bridge, Hanging Basket and job practices thereof
Technical field
The present invention relates to civil engineering bridge technology field, more particularly, relate to a kind of prestress concrete variable cross-section box girder bridge, a kind of Hanging Basket, and described method for bridge construction.
Background technology
Stride greatly prestress concrete variable cross-section box girder bridge and be the bridge type that extensively adopts at present, the most common with continuous beam and continuous rigid frame bridge, often adopt the construction of Hanging Basket cast-in-place cantilever method.
Such as Fig. 1-shown in Figure 4, it is 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 and stride closure segment 09 and side, end bay closure segment 010 place.End bay Cast-in-Situ Segment 011 end bay cast-in-place support 012 build finish after, carry out first the construction of end bay closure segment 010, carry out again the construction of middle span centre closure segment 09.When end bay cast-in-place support 012 was higher, construction risk is large, and was uneconomical.
Such as Fig. 5-shown in Figure 8, 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 the 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.Web rope 07 downward curved being arranged in the web 02, 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 the 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 web 02 interior vertical prestressing that arranges is with the opposing principal tensile stress.Base plate 01 interior general most bridges 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 also is along the long direction of bridge.
In the prior art, that adopts cantilever-construction strides greatly prestress concrete variable cross-section box girder bridge because reasons such as the abrupt change of cross-section, top board rope axial force and radial load, splitting power, asymmetric stretch-draw prestressing force construction unbalance loading are reversed, construction error, concrete shrinkage and creep and temperature, the normal crack that produces along the spanning direction of its top board, crack generally are positioned at top board and web stalk armpit junction and top board rope anchoring section below.Although the crack was alleviated to some extent when top board adopted transverse prestress, can not eliminate fully.
Adopt the base plate of striding greatly prestress concrete variable cross-section box girder bridge of cantilever-construction because lower bent bottom plate rope axial force and the reasons such as radial load, splitting power, construction error, concrete shrinkage and creep and temperature often produce the crack along the spanning direction.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.
Adopt the web of striding greatly prestress concrete variable cross-section box girder bridge of cantilever-construction because reasons such as base plate rope vertical radial load, asymmetric Construction are reversed, lower curved web rope makes progress component, the loss of vertical prestressing tackline is large, construction error, concrete shrinkage and creep and temperature downwards, the normal crack that produces along the spanning direction.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.Vertical equity crack and the diagonal crack that is parallel to web rope 07 direction often appear near the anchorage zone of lower curved web rope.
Secondly, the prestress concrete variable cross-section box girder bridge of striding greatly of cantilever-construction of the prior art also has following deficiency:
(1) prior art bed die system, side form system and the inner formwork system of striding greatly the Hanging Basket of prestress concrete variable cross-section box girder cantilever construction all adopts whole punching block to make.Described bed die system is an overall structure, supports the concrete of described case beam base plate 01.Described side form system is an overall structure, generally is positioned at the outside of the described web 02 in described case beam case chamber, and a described side form system is respectively arranged about described case beam.Described inner formwork system comprises the template of the inboard side form of described case beam case chamber web and described top board 04 bottom, is generally an overall structure.Described side form system and described inner formwork system support the concrete of described web 02 and described top board 04.And the form that whole punching block is made is so that it is relatively heavier, and install and adjust all is difficult for.End away from bridge pier 06 of template is that the plane positioning of front end is difficult for adjusting, and often produces axial relatively large deviation.Whole punching block and completed concrete are difficult to guarantee that seam is closely connected, and section case beam seam faulting of slab ends, concrete spillage and template deformation etc. cause the faults in seam such as cracking before and after normal the appearance, have a strong impact on described box girder integral quality.
(2) the prior art deadweight of striding greatly the Hanging Basket of prestress concrete variable cross-section box girder cantilever construction is generally about 40% of design beam section deadweight.It is larger to conduct oneself with dignity, and each cantilever construction sections need to dispose necessary cable wire and overcome its excessive deadweight, and is therefore uneconomical.
(3) prior art is striden greatly and is provided with more prestressed cable and ground tackle in the 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 cause cable wire or ground tackle corrosion, have a strong impact on structure durability.
(4) sawtooth piece 03 is generally reinforced concrete structure, is used for being anchored at the cable wire of stretch-draw in the case.The anchorage zone cable wire generally needs the perpendicular stretch-draw in the case that is bent to, and is wherein perpendicular curved namely curved along the high direction of bridge.Will make like this sawtooth piece 03 end-acted power 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.
(5) 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 bridge pier pier top case beam diaphragm, construction is to the mid point of case web and bridge pier pier top case beam diaphragm height, build for the second time remaining first half branch mailbox beam and bridge pier pier top case beam 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 to about 25 degree at the 2nd day to the 7th day, build for the first time Lower Half branch mailbox beam and build remaining first half branch mailbox beam upper and lower temperature difference for the second time and change about 50 degree, cause the pier top casting to build No. 0 piece of case beam and vertical thermal cracking appears in web and bridge pier pier top case beam diaphragm the first half 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.
(6) it is different each age of concrete in stage that prior art is striden greatly the box girder bridge of prestress concrete variable cross-section box girder cantilever construction, and concrete appearance color is generally inconsistent, and it is attractive in appearance to have a strong impact on concrete-bridge.Be the common problem of similar bridge, must be structurally improved and overcome.
(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 to about 25 degree at the 2nd day to the 7th day, and the decline temperature difference 50 degree cause concrete cracking.Longspan bridge beam deck-molding is large, section is wide, causes the health of case beam difficult, often produces surface temperature crack, and the deficiency of health also easily causes the wretched insufficiency of concrete surface intensity, and some bridge concrete surface strength can reduce more than 20%.
(8) adopt the pre-stressed construction method of striding greatly prestress concrete variable cross-section box girder bridge of cantilever-construction generally to adopt concrete to reach disposable stretch-draw to 100% after the requirement.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.
(9) prior art adopts the closure construction method of striding greatly prestress concrete variable cross-section box girder bridge of cantilever-construction to be: after cantilever construction was finished, end bay generally at one section Cast-in-Situ Segment of support construction, carried out first end bay and closes up, and strides in carrying out again and closes 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.
In addition, prior art adopts the follow-up construction working of striding greatly after the prestress concrete variable cross-section box girder bridge girder closes up of cantilever-construction that following characteristics is arranged:
After closing up, the case beam that prior art is striden greatly prestress concrete variable cross-section box girder bridge carries out the cast-in-place leveling concrete construction in thick 10 centimetres of left and right sides, thick 10 centimetres of left and right sides 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 sides, thick 10 centimetres of left and right sides 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 05 general stretch-draw of base plate rope is finished.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 about 2 times 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 avoiding the case beam crack to occur, and then improve quality and the durability of prestress concrete variable cross-section box girder bridge, is the problem that present those skilled in the art need solution badly.
Summary of the invention
For defective and the deficiency of prior art, first purpose of the present invention is to provide a kind of prestress concrete variable cross-section box girder bridge, and it can effectively avoid the case beam crack to occur, and then has improved quality and the durability of prestress concrete variable cross-section box girder bridge.Second purpose of the present invention is to provide a kind of construction hanging basket structure of prestress concrete variable cross-section box girder bridge.The 3rd purpose of the present invention also is to provide a kind of job practices of prestress concrete variable cross-section box girder bridge.
In order to reach above-mentioned first purpose, the invention provides following technical scheme:
A kind of prestress concrete variable cross-section box girder bridge comprises the top board, base plate and the web that consist of case beam case chamber, and it also comprises:
Be arranged on the FRP boxboard combining structure on the soffit of the external surface of the soffit of described top board, described web and inner surface and base plate, described FRP boxboard combining structure comprises FRP plate and FRP box stiffening rib, described FRP box stiffening rib is arranged between the two-layer described FRP plate, and described FRP box stiffening rib and two-layer described FRP plate are pasted by bonding agent and solidify to form described FRP boxboard combining structure.
Preferably, in the above-mentioned prestress concrete variable cross-section box girder bridge, also comprise the FRP cloth felt combining structure on the upper surface of the upper surface that is arranged on described top board and described base plate, described FRP cloth felt combining structure comprises the FRP woven roving and sticks on two chopped felts of lip-deep FRP of described FRP woven roving, solidify to form described FRP cloth felt combining structure by the bonding agent stickup between described FRP woven roving and the chopped felt of described FRP.
Preferably, in the above-mentioned prestress concrete variable cross-section box girder bridge, be provided with described FRP boxboard combining structure on the base plate gullet plate side outer wall of described variable cross-section box girder bridge, the upper surface of described base plate gullet plate is pasted with FRP cloth felt combining structure; Top board gullet plate outer wall at described variable cross-section box girder bridge is provided with described FRP boxboard combining structure; Case beam diaphragm outer wall is provided with described FRP boxboard combining structure on the bridge pier pier top of described variable cross-section box girder bridge.
Preferably, in the above-mentioned prestress concrete variable cross-section box girder bridge, described FRP cloth felt combining structure comprises one deck or two-layer described FRP woven roving.
Preferably, in the above-mentioned prestress concrete variable cross-section box girder bridge, the described FRP cloth felt combining structure of pasting at the upper surface of described base plate comprises the described FRP woven roving of one deck; The described FRP cloth felt combining structure of pasting at the upper surface of the upper surface of described top board and described base plate gullet plate comprises two-layer described FRP woven roving.
Preferably, in the above-mentioned prestress concrete variable cross-section box girder bridge, described FRP boxboard combining structure and described FRP cloth felt combining structure specifically are the GFRP structure.
Preferably, in the above-mentioned prestress concrete variable cross-section box girder bridge, the chopped felt of described FRP sticks on the described FRP woven roving by cementing agent, and described cementing agent is epoxide-resin glue.
In order to reach above-mentioned second purpose, the invention provides following technical scheme:
A kind of Hanging Basket comprises case beam bearing plate support, case web fixed support and case beam case chamber roof plate supporting support, and this Hanging Basket is applied to the described prestress concrete variable cross-section box girder bridge of above-mentioned any one, wherein:
Described FRP boxboard combining structure on the described base plate soffit be connected case beam bearing plate support and connect; The described FRP boxboard combining structure that the external surface of described web is connected with inner surface be connected the web fixed support and connect; Described FRP boxboard combining structure on the described top board soffit be connected case beam case chamber roof plate supporting support and connect.
Preferably, in the above-mentioned Hanging Basket, also comprise main couple system and steel plate suspender belt, described case beam bearing plate support, described case web fixed support, described case beam case chamber roof plate supporting support respectively with the bottom of the steel plate suspender belt of the described Hanging Basket formation overall structure that is connected firmly; The main couple system of described steel plate suspender belt top and the described Hanging Basket formation overall structure that is connected firmly; Being provided with between described steel plate suspender belt top and the described main couple system can be at the jack of vertical direction lifting; With the described steel plate suspender belt that the described case beam bearing plate support of close bridge pier one end is connected, the top of this steel plate suspender belt is anchored on the described case beam base plate, and being provided with between described steel plate suspender belt top and the described case beam base plate can be at the jack of vertical direction lifting.
Preferably, in the above-mentioned Hanging Basket, described case beam bearing plate support comprises longeron and case beam bearing plate bracket lip longeron in case beam bearing plate rack beam, the case beam bearing plate support, wherein:
Longeron and described case beam bearing plate bracket lip longeron all are positioned on the upper surface of described case beam bearing plate rack beam in the described case beam bearing plate support, and longeron forms overall structure with the described case beam bearing plate rack beam bolt knot or the firm welding that are positioned at its below in the described case beam bearing plate support;
Longeron and described case beam bearing plate bracket lip longeron outer wall are all pasted the described FRP woven roving of one deck in described case beam bearing plate rack beam, the described case beam bearing plate support; Longeron and described case beam bearing plate bracket lip longeron upper surface are all pasted the described FRP plate of one deck in the described case beam bearing plate support.
Preferably, in the above-mentioned Hanging Basket, described case beam bearing plate bracket lip longeron is by being provided with pin between an end of bridge pier and the described case beam bearing plate rack beam, forms the syndeton that described case beam bearing plate bracket lip longeron can rotate at described case beam bearing plate rack beam upper surface; Described case beam bearing plate bracket lip longeron is away from being provided with the jack that can stretch in the horizontal direction between an end of bridge pier side and the described case beam bearing plate rack beam.
Preferably, in the above-mentioned Hanging Basket, described case beam bearing plate bracket lip longeron is by an end of bridge pier, be provided with its bolt knot or firm welding and form whole limited block, described limited block is in close proximity to the outer surface away from the described case beam case chamber web at center, case beam case chamber, all be pasted with the described FRP woven roving of one deck on the outer wall of described limited block, the outer surface of described limited block and described case beam case chamber web is pasted with the described FRP plate of one deck on the closely connected side.
Preferably, in the above-mentioned Hanging Basket, described case web fixed support comprises case beam case chamber web outside fixed support and the inboard fixed support of case beam case chamber web of paired setting, wherein:
The inboard fixed support of described case beam case chamber web outside fixed support and case beam case chamber web all is bearing on the upper support longeron, described upper support longeron is anchored on the box beam concrete near the end bolt knot of bridge pier, and firm welding forms overall structure between described case beam case chamber web outside fixed support and the described upper support longeron;
Be provided with between the inboard fixed support of described case beam case chamber web and the described upper support longeron and can slide case in the supporting conversion that described upper support longeron slides, the inboard fixed support of described case beam case chamber web and the sliding case firm welding of described supporting conversion form overall structure.
Preferably, in the above-mentioned Hanging Basket, be close on the plane at web outside fixed support place, described case beam case chamber of described web outside and be provided with web outside fixed support stiffening rib, and described web outside fixed support stiffening rib and vertical setting of described case beam case chamber web outside fixed support, and firm welding forms overall structure; Be close on the plane at the inboard fixed support of described beam case chamber web place of described web inboard and be provided with the inboard fixed support stiffening rib of web, and the inboard fixed support stiffening rib of described web and the inboard fixed support of described case beam case chamber web are arranged vertically, and firm welding forms overall structure.
Preferably, in the above-mentioned Hanging Basket, all be pasted with the described FRP woven roving of one deck on the inboard fixed support stiffening rib of described web outside fixed support stiffening rib, described case beam case chamber web outside fixed support, described web and the inboard support bracket fastened outer wall of described case beam case chamber web, itself and case beam all are pasted with the described FRP plate of one deck on the closely connected surface.
Preferably, in the above-mentioned Hanging Basket, also comprise the bridge floor located lateral longeron that is arranged on the bridge floor position and extends along the spanning direction, one end and the described steel plate suspender belt formation overall structure that is connected firmly, its other end supporting bolt is tied and is anchored on the box girder bridge face concrete; But be provided with the flexible jack of along continuous straight runs between described bridge floor located lateral longeron and the described case beam case chamber web outside fixed support; And described bridge floor located lateral longeron outer wall is pasted with the described FRP woven roving of one deck.
Preferably, in the above-mentioned Hanging Basket, the same cross section of described case beam case chamber web outside fixed support on described box girder bridge cross direction that is positioned at the different described web outside of same described case beam arrange in pairs, and be provided with between two described case beam case chamber web outside fixed supports of in pairs setting run through case beam case chamber outside fixed support to pull bar; Described outside fixed support is arranged with the outside fixed support positioning supports steel pipe that can run through to the pull bar outside, be provided with the FRP pipe between the outer wall of described outside fixed support positioning supports steel pipe and the concrete that runs through, the end portion supports of described FRP pipe is on the surface of described FRP boxboard combining structure, and bonding by FRP woven roving and described FRP boxboard combining structure.
Preferably, in the above-mentioned Hanging Basket, be provided with the heteropleural fixed support to pull bar between the inboard fixed support of the described case beam case chamber web outside fixed support that same described web is fixed and described case beam case chamber web, and described heteropleural fixed support is outside equipped with the web positioning support stay tube that can run through to pull bar, described web positioning supports tube end is supported on the surface of described FRP boxboard combining structure, and adopts described FRP woven roving and described FRP boxboard combining structure bonding.
Preferably, in the above-mentioned Hanging Basket, but be provided with the flexible jack of along continuous straight runs between the inboard fixed support of the indoor horizontal relative described case beam case chamber web of the case beam case on the same cross section of described case beam.
Preferably, in the above-mentioned Hanging Basket, described case beam case chamber web outside fixed support and described case beam bearing plate bracket lip longeron fit tightly away from the outer surface at center, case beam case chamber, and described case beam case chamber web outside fixed support is close to the described FRP boxboard of described web outside combining structure surface layout; Described case beam case chamber web outside fixed support is provided with described outside fixed support to pull bar in the top that is positioned at bridge floor and the bottom that is positioned at described case beam bearing plate bracket lip longeron bottom.
Preferably, in the above-mentioned Hanging Basket, described case beam case chamber roof plate supporting support is arranged on the top of described upper support longeron, and described case beam case chamber roof plate supporting support is anchored on the box beam concrete near the end bolt knot of described bridge pier; Be provided with between described case beam case chamber roof plate supporting support and the described upper support longeron and can slide case in the described supporting conversion that described upper support longeron slides, described case beam case chamber roof plate supporting support and described forwarding are changed sliding case firm welding formation overall structure;
Described case beam case chamber roof plate supporting frame bottom is provided with roof plate supporting support stiffening rib, and described case beam case chamber roof plate supporting support is vertical with described roof plate supporting support stiffening rib, and firm welding forms overall structure;
Described case beam case chamber roof plate supporting support and described roof plate supporting support stiffening rib outer wall all are pasted with the described FRP woven roving of one deck, and the surface that described case beam case chamber roof plate supporting support and described case beam fit tightly is pasted with the described FRP plate of one deck.
Preferably, in the above-mentioned Hanging Basket, the bottom surface of described roof plate supporting support stiffening rib is positioned at the top of the inboard fixed support end face of described case beam case chamber web.
Preferably, in the above-mentioned Hanging Basket, described upper support longeron and the described steel plate suspender belt formation overall structure that is connected firmly; The outer wall of described upper support longeron, main couple system and described steel plate suspender belt all is pasted with the described FRP woven roving of one deck.
Preferably, in the above-mentioned Hanging Basket, between the inboard fixed support of the indoor web of the FRP boxboard combining structure of the top board gullet plate outer wall of described case beam and described case beam case top board gullet plate lower support cushion block is set, the inboard fixed support of described top board gullet plate lower support cushion block and described case beam case chamber web is connected firmly.
Based on the above-mentioned prestress concrete variable cross-section box girder bridge that provides and Hanging Basket, the present invention also provides a kind of job practices of prestress concrete variable cross-section box girder bridge, be used for building prestress concrete variable cross-section box girder bridge described above and Hanging Basket thereof, this job practices may further comprise the steps:
The first step: described FRP plate is pasted in the side at FRP box stiffening rib, become again put more energy into steel plate and the stirrup of putting more energy into of integral net chip architecture by described FRP woven roving paste weld on described FRP plate, to be formed for being arranged on the FRP boxboard combining structure on described top board soffit, described web external surface and inner surface, described base plate soffit, described base plate gullet plate side outer wall, described top board gullet plate outer wall and the bridge pier pier top case beam diaphragm outer wall;
Second step: bridge pier pier jacking frame is installed, at bridge pier pier jacking frame described FRP boxboard combining structure is installed, and finish the seam connection;
The 3rd step: reinforcing bar and the prestressed cable pipeline of described base plate, described web, described top board and described bridge pier pier top case beam diaphragm are installed, and corresponding fixed support is installed, the one-time-concreting concrete is finished the construction of bridge pier pier top section case beam;
The 4th step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, remove the corresponding fixed support of described base plate, described web, described top board and the described bridge pier pier top case beam diaphragm of bridge pier pier top section case beam, at described plate upper surface and the stickup of described cover top surface described FRP cloth felt combining structure is set, stretch-draw 100% prestressing force during 9 to 10 days ages of concrete is removed bridge pier pier jacking frame.
The 5th step: longeron and described case beam bearing plate bracket lip longeron in the described main couple system of the Hanging Basket of cantilever pouring construction, described steel plate suspender belt, described case beam bearing plate rack beam, the described case beam bearing plate support is installed at bridge pier pier top section case beam, with longeron bolt knot or firm welding in described case beam bearing plate rack beam and the described case beam bearing plate support, described case beam case chamber web outside fixed support and corresponding described upper support longeron are installed;
The 6th step: adopt the jack that arranges in the described main couple system adjust described case beam bearing plate support away from an end of bridge pier and near the bed die absolute altitude of the other end of bridge pier to the design elevation place, the outside fixed support that locking arranges in the described case beam of top bridge floor and bottom bearing plate bracket lip longeron bottom near the described case beam case chamber web outside fixed support at bridge pier place is to pull bar;
The 7th step: utilize the jack that arranges between described case beam bearing plate bracket lip longeron and the described case beam bearing plate rack beam, adjustment is located to the wide horizontal axis of design bridge away from the wide horizontal axis of the bed die bridge of bridge pier, the connecting bolt that locks between described case beam bearing plate bracket lip longeron and the described case beam bearing plate rack beam forms the temporary consolidation structure, locking away from the described case beam case chamber web outside fixed support of bridge pier at the outside of top and bottom fixed support to pull bar;
The 8th step: described bridge floor located lateral longeron is installed, but utilize the flexible jack of along continuous straight runs that arranges between itself and the described case beam case chamber web outside fixed support, adjust away from the wide horizontal axis of the bridge floor bridge of bridge pier to place, the wide horizontal axis of design bridge floor bridge;
The 9th step: the described FRP boxboard combining structure that the described base plate soffit setting of first cantilever pouring construction section box girder is installed, the described FRP boxboard combining structure that described web outside surface arranges, the work hanging basket of utilization is finished seam and is connected, the reinforcing bar of the described base plate of colligation and described web, corresponding prestressed cable pipeline is installed, outside fixed support positioning supports steel pipe and web positioning support stay tube, and the described FRP boxboard combining structure that described web inner surface arranges is installed, finishing seam connects, the inboard fixed support of described web is installed, the described heteropleural fixed support that arranges between the inboard fixed support of described case beam case chamber web outside fixed support on described web external surface and the inner surface and described case beam case chamber web is installed to pull bar, described heteropleural fixed support passes from web positioning support stay tube pull bar and adjusts position and locking;
The tenth step: adopt described FRP woven roving and epoxide-resin glue that the described FRP boxboard combining structure of described web positioning support stay tube and described web external surface and inner surface setting is bonding firmly;
The 11 step: the jack that top and bottom arrange between the inboard fixed support of described case beam case chamber web is installed, adjust the tight and locking of position horizontal-top, and with the inboard support bracket fastened end near bridge pier of described case beam case chamber web outside fixed support and described case beam case chamber web respectively the bolt knot be anchored on the box beam concrete;
The 12 step: install bin beam case chamber roof plate supporting support, the FRP boxboard combining structure that described top board soffit arranges is installed, to finish seam and connect, the reinforcing bar of the described top board of colligation is installed corresponding pipeline and outside fixed support positioning supports steel pipe;
The 13 step: lock described outside fixed support that all bridge floor case beam case outsides laterally arrange between the web outside fixed support of a plurality of described case beam casees chamber to pull bar, outside fixed support passes from described outside fixed support positioning supports steel pipe pull bar and adjusts position and locking;
The 14 step: accurate adjustment bottom die of box-beam absolute altitude, bed die bridge axis and bridge floor axis are finished the concrete pouring construction of first cantilever pouring piece spare to design attitude at described Hanging Basket;
The 15 step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete of first cantilever pouring piece spare, remove described heteropleural fixed support to pull bar, remove and run through the described outside fixed support of described web to pull bar;
The 16 step: connect the described upper support longeron that is positioned at described case back plate supporting bracket and the inboard fixed support front end of described case web by the interim suspension rod that is arranged in the described main couple system, remove described case back plate supporting bracket and be connected the upper support longeron of the inboard fixed support front end of case web and be connected connection with the steel plate suspender belt, the sliding case of upper support conversion of front end is connected with front end that described steel plate suspender belt connects and slides to the direction away from bridge pier with described main couple system;
The 17 step: between the described case beam bearing plate rack beam of case beam case outside, described Hanging Basket rear end and described main couple system, interim suspension rod is set and connects, remove described case beam bearing plate rack beam is connected the described steel plate suspender belt of described case beam base plate with the upper end connection, described case beam bearing plate support slides to the direction away from bridge pier with described main couple system;
The 18 step: the sliding case of the upper support of the support bracket fastened upper support longeron of described case beam case chamber web outside rear end conversion is connected the suspension rod of the interim setting on the described top board and is connected with bridge floor, the described upper support longeron of removing web outside fixed support rear end, described case beam case chamber be connected the connection of steel plate suspender belt, described upper support longeron rear end is bearing on the sliding case of upper support conversion, with described case beam case chamber web outside fixed support to being that direction is slided away from bridge pier;
The 19 step: behind the described case beam bearing plate support of walking, described bridge floor located lateral longeron and the support bracket fastened described case beam case of case web chamber web outside fixed support to the second cantilever pouring construction sections, finish it and be connected the connection of steel plate suspender belt and described case beam, adjust described bottom die of box-beam absolute altitude to the design elevation place, the described outside fixed support of the close bridge pier of locking is to pull bar;
The 20 step: adjust away from the wide horizontal axis of the bed die bridge of bridge pier to place, the wide horizontal axis of design bridge, locking away from the described outside fixed support of bridge pier to pull bar;
The 21 step: the described FRP boxboard combining structure of the described base plate soffit setting of second cantilever pouring construction section box girder, the described FRP boxboard combining structure that described web outside surface arranges are installed, the work hanging basket of utilization is finished seam and is connected, the reinforcing bar of the described base plate of colligation and described web, corresponding prestressed cable pipeline, outside fixed support positioning supports steel pipe and web positioning support stay tube are installed, the described FRP boxboard combining structure that described web inner surface arranges is installed;
The 22 step: unclamp the jack that top and bottom arrange between the inboard fixed support of case beam case chamber web, adopt the jack that arranges in the described main couple system of cantilever pouring construction to reduce described upper support longeron absolute altitude, at the inboard fixed support to the second of the described case beam case of a described upper support longeron walking chamber web cantilever pouring construction sections;
The 23 step: the sliding case of described upper support conversion at the inboard fixed support of the indoor web of described case beam case rear is connected with bridge floor the interim suspension rod that arranges connects on the described top board, the described upper support longeron of walking is to the design anchorage point, finish being connected of described upper support longeron front-end and back-end and described steel plate suspender belt, adjust the inboard fixed support of described case beam case chamber web in place after, described heteropleural fixed support is installed to pull bar and locking;
The 24 step: the position of installing and adjust the jack that top and bottom arrange between the inboard fixed support of the indoor web of described case beam case, it is held out against and lock, lock described outside fixed support between the web outside fixed support of a plurality of described case beam casees chamber to pull bar, case beam case chamber web outside fixed support and the inboard fixed support of the indoor web of described case beam case rear end bolt knot are anchored on the concrete;
The 25 step: at described upper support longeron walking case beam case chamber roof plate supporting support to the second a cantilever pouring construction sections, the sliding case of the upper support at roof plate supporting support rear, described case beam case chamber conversion is connected with bridge floor the interim suspension rod that arranges connects on the top board, the described upper support longeron of walking is to the design anchorage point, finish being connected of described upper support longeron front-end and back-end and described steel plate suspender belt, case beam case chamber roof plate supporting support is in place and bolt knot in its rear end is anchored on the concrete;
The 26 step: but the flexible jack of along continuous straight runs that arranges between described bridge floor located lateral longeron and the described case beam case chamber web outside fixed support utilized, adjustment is located to the wide horizontal axis of design bridge away from the wide horizontal axis of the bridge floor bridge of bridge pier, the described FRP boxboard combining structure that described top board soffit arranges is installed, finishing seam connects, the reinforcing bar of the described top board of colligation, corresponding pipeline and outside fixed support positioning supports steel pipe are installed, and the described outside fixed support that arranges between the described case beam case chamber web outside fixed support of locking bridge floor is to pull bar;
The 27 step: accurate adjustment bottom die of box-beam absolute altitude, bed die bridge axis and bridge floor axis are to design attitude, first cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, and guarantee concrete strength and modulus of elasticity all greater than design load 80% the time stretch-draw 100% prestressing force, after finishing first cantilever pouring piece spare 100% prestressed stretch-draw, build the concrete of second cantilever pouring construction sections;
The 28 step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete of second cantilever pouring construction sections, three cantilever pouring constructions of walking Hanging Basket to the sections is finished the concrete roof upper surface of first cantilever pouring piece spare and the construction of plate upper surface FRP cloth felt combining structure;
The 29 step: after finishing the construction of the concrete roof upper surface of first cantilever pouring piece spare and plate upper surface FRP cloth felt combining structure, carry out construction and the reinforcing work of the FRP boxboard combining structure of the 3rd cantilever pouring construction sections, second cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, can guarantee concrete strength and modulus of elasticity all greater than design load 80% the time stretch-draw 100% prestressing force; After finishing second cantilever pouring piece spare 100% prestressed stretch-draw, build again the concrete of the 3rd cantilever pouring construction sections; Concreting, prestressing force move 100% to, finish FRP cloth felt combining structure construction each differ from a construction sections; According to the construction of finishing first first paragraph cover top surface and plate upper surface FRP cloth felt combining structure, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation;
The 30 step: cantilever construction is when having the base plate gullet plate, the construction of FRP cloth felt combining structure is divided into the sticking construction of cover top surface, plate upper surface and base plate gullet plate upper surface, according to the construction of the FRP cloth felt combining structure of finishing first first paragraph cover top surface, plate upper surface and base plate gullet plate upper surface, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation;
The 31 step: cantilever construction is when having base plate gullet plate and top board gullet plate, the construction of FRP cloth felt combining structure is divided into the sticking construction of cover top surface, plate upper surface and base plate gullet plate upper surface, according to the construction of the FRP cloth felt combining structure of finishing first first paragraph cover top surface, plate upper surface and base plate gullet plate upper surface, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation;
The 32 step: after cantilever construction is finished, utilize Hanging Basket to stride the construction of closure segment in carrying out, stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, stride the indoor support of closure segment case beam case in the dismounting, stride the construction of cover top surface and the plate upper surface FRP cloth felt combining structure of closure segment in finishing;
The 33 step: utilize the cantilever construction Hanging Basket to proceed the cantilever pouring construction of 1 to 2 sections of end bay, return two end bay Hanging Baskets near bridge pier place or dismounting, finish simultaneously the construction of cover top surface and the plate upper surface FRP cloth felt combining structure of this section;
The 34 step: utilize pier-side bracket to build the construction of two end bay closure segments, stretch-draw 60% prestressing force during 5 to 6 days ages of concrete is removed the indoor support of end bay closure segment case beam case, finishes the construction of cover top surface and plate upper surface FRP cloth felt combining structure;
The 35 step: stride the closure segment Hanging Basket during symmetry is return near bridge pier place or dismounting, remove end bay closure segment pier-side bracket, stride in finishing after the closure segment prestressing force moves 100% construction to, carry out end bay closure segment prestressing force and move 100% construction to;
The 36 step: on the FRP of described top board cloth felt combining structure, paste again the described FRP cloth felt combining structure that comprises the described FRP woven roving of one deck, formation comprises the described FRP cloth felt combining structure of two-layer described FRP woven roving, at described FRP cloth felt combining structure upper surface upslide brush cementing agent, the layer of mating formation is set thereon before the described adhesive cures.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 29 step, Hanging Basket walking and support is fixed, the repetition operation is carried out in the work of the construction of FRP boxboard combining structure and reinforcing bar in the following order:
1) the described case beam bearing plate support of walking, described bridge floor located lateral longeron and described case beam case chamber web outside fixed support are to next cantilever pouring construction sections, carry out the adjustment of the wide horizontal axis of bed die absolute altitude and bed die bridge, install described base plate soffit be connected the web external surface described FRP boxboard combining structure and finish seam and connect, the reinforcing bar of the described base plate of colligation and described web is installed corresponding prestressed cable pipeline, outside fixed support positioning supports steel pipe and web positioning support stay tube;
2) the described FRP boxboard combining structure of install bin beam case chamber web inner surface setting, in place to next cantilever pouring construction sections at the inboard fixed support of the described case beam case of described upper support longeron walking chamber web, described heteropleural fixed support is installed to pull bar, adjust the position of the jack that top and bottom arrange between the inboard fixed support of the indoor web of described case beam case, and make its locking, with the inboard support bracket fastened end near bridge pier of described case beam case chamber web outside fixed support and case beam case chamber web respectively the bolt knot be anchored on the box beam concrete;
3) arrive next cantilever pouring construction sections at described upper support longeron walking case beam case chamber roof plate supporting support, the described FRP boxboard combining structure that described top board soffit arranges is installed, finishing seam connects, the reinforcing bar of the described top board of colligation, corresponding pipeline and outside fixed support positioning supports steel pipe are installed, lock described outside fixed support to pull bar, case beam case chamber roof plate supporting support is in place and its rear end bolt knot is anchored on the concrete, carry out the accurate adjustment of the wide horizontal axis of the wide horizontal axis of bed die absolute altitude, bed die bridge and bridge floor bridge.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 29 step, need to repeat following operation before the walking of beginning Hanging Basket: remove described heteropleural fixed support to pull bar, remove and run through the described outside fixed support of described web to pull bar.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 29 step, need to repeat following operation before the inboard fixed support walking of described case beam case chamber web: unclamp the jack that top and bottom arrange between the inboard fixed support of described case beam case chamber web, reduce the absolute altitude of the inboard support bracket fastened described upper support longeron of the described case beam of the case indoor supporting of beam case case chamber web.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 29 step, need to repeat following operation before the walking of described case beam case chamber roof plate supporting support: the absolute altitude that reduces the described upper support longeron of the described case beam of the case indoor supporting of beam case case chamber roof plate supporting support.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 29 step, need to repeat following operation before the inboard fixed support of described case beam case chamber web and the conversion of case beam case chamber roof plate supporting support upper support stringer supporting and the walking:
With the inboard fixed support of described case beam case chamber web be connected the sliding case of upper support conversion at roof plate supporting support rear, case beam case chamber and be connected with bridge floor that the interim suspension rod that arranges connects on the top board, walking upper support longeron is to the design anchorage point, finishes being connected of described upper support longeron front-end and back-end and described steel plate suspender belt.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 30 step, the program that repeats operation comprises: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, the walking Hanging Basket carries out construction, support and the reinforcing work of FRP cloth felt combining structure to next cantilever pouring construction sections, a upper cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, with guarantee concrete strength and modulus of elasticity all greater than design 80% the time stretch-draw 100% prestressing force.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 30 step, Hanging Basket walking and construction and reinforcing work fixing, FRP boxboard combining structure sequentially increase following work:
When the FRP boxboard combining structure of described web inboard is constructed, increase the work of the described FRP boxboard combining structure of mounting base gullet plate side outer wall setting, the baseplate reinforcing bar construction of case beam case chamber simultaneously, increase the reinforcing work of base plate gullet plate, and between the described base plate gullet plate of indoor two of being located in the same horizontal plane of case beam case, jack is installed, and making jack hold out against locking, all the other operations are with the 29 step.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 31 step, the program that repeats operation comprises: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, the walking Hanging Basket carries out construction, support and the reinforcing work of FRP cloth felt combining structure to next cantilever pouring construction sections, a upper cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, with guarantee concrete strength and modulus of elasticity all greater than design 80% the time stretch-draw 100% prestressing force.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 31 step, Hanging Basket walking and construction and reinforcing work fixing, FRP boxboard combining structure sequentially increase following work:
The described FRP boxboard combining structure construction that described top board soffit arranges simultaneously, increase the work of the FRP boxboard combining structure that the outer wall setting of top board gullet plate surface is installed, described top board reinforcement construction increases the reinforcing work of top board gullet plate simultaneously, and all the other operations are with the 30 step.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 36 step, the described layer of mating formation is the asphalt concrete pavement layer of 10mm-13mm for the aggregate maximum gauge, and the described layer of mating formation is set to two-layer, and every layer thickness is 3-4 centimetre.
Preferably, in the job practices of above-mentioned prestress concrete variable cross-section box girder bridge, in the 36 went on foot, the described layer of mating formation was 6-8 centimetre C50 concrete pavement layer for the thickness of directly building thereon after the described adhesive cures.
In the prestress concrete variable cross-section box girder bridge provided by the invention, soffit at the external surface of the soffit of top board, web and inner surface, base plate is provided with FRP boxboard combining structure, and this FRP boxboard combining structure comprises two-layer FRP plate and is arranged between the two-layer FRP plate and the FRP box stiffening rib bonding with two-layer FRP plate.Because FRP(Fiber Reinforced is Polymer, fibre reinforced composites) the boxboard combining structure has the intensity that approaches with steel, be equivalent to respectively paste one deck steel plate on the soffit of the external surface of soffit, web at top board and inner surface, base plate, greatly improved the stressed and cracking resistance of case beam, reduce even avoided the case beam phenomenon in crack to occur, improve structural integrity, and then improved quality and the durability of prestress concrete variable cross-section box girder bridge.The present invention also provides a kind of construction hanging basket structure of prestress concrete variable cross-section box girder bridge and a kind of job practices of prestress concrete variable cross-section box girder bridge.
Description of drawings
In order to be illustrated more clearly in the embodiment of the invention or technical scheme of the prior art, the below will do to introduce simply to the accompanying drawing of required use in embodiment or the description of the Prior Art, apparently, accompanying drawing in the following describes only is some embodiments of the present invention, 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 the structural representation that prior art is striden greatly prestress concrete variable cross-section box girder bridge;
Fig. 2 is that prior art is striden greatly 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 the vertical arrangement diagram of cable wire that prior art is striden greatly 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 embodiment of the invention;
The constructional drawing of the prestress concrete variable cross-section box girder bridge that Figure 10 provides for the embodiment of the invention;
Figure 11 is the A-A sectional view of Figure 10;
Figure 12 is the B-B sectional view of Figure 10;
Figure 13 is the C-C sectional view of Figure 10;
The case beam case chamber bearing plate support facade constructional drawing of the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 14 provides for the embodiment of the invention;
Figure 15 is the A-A sectional view of Figure 14;
Figure 16 is the B-B sectional view of Figure 14;
The case beam case chamber bearing plate support of the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 17 provides for the embodiment of the invention is overlooked surface construction figure;
The case beam case chamber web outside fixed support facade constructional drawing of the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 18 provides for the embodiment of the invention;
Figure 19 is the A-A sectional view of Figure 18;
Figure 20 is the B-B sectional view of Figure 18;
The inboard fixed support facade of the case beam case chamber web constructional drawing of the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 21 provides for the embodiment of the invention;
Figure 22 is the A-A sectional view of Figure 21;
Figure 23 is the B-B sectional view of Figure 21;
The case beam case chamber roof plate supporting support facade constructional drawing of the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 24 provides for the embodiment of the invention;
Figure 25 is the A-A sectional view of Figure 24;
The case beam case chamber roof plate supporting support of the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 26 provides for the embodiment of the invention is overlooked surface construction figure;
Figure 27 is the B-B sectional view of Figure 24;
The cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 28 provides for the embodiment of the invention is without bearing plate support and the web outside fixed support facade constructional drawing of gullet plate section;
Figure 29 is the B-B sectional view (namely overlooking surface construction figure) of Figure 28;
The cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 30 provides for the embodiment of the invention is without the case beam case chamber web inner fixed support facade constructional drawing of gullet plate section;
The case beam case chamber roof plate supporting support facade constructional drawing of each sections of cantilever construction Hanging Basket full-bridge of the prestress concrete variable cross-section box girder bridge that Figure 31 provides for the embodiment of the invention;
The sliding case facade of the conversion supporting constructional drawing of each sections of cantilever construction Hanging Basket full-bridge of the prestress concrete variable cross-section box girder bridge that Figure 32 provides for the embodiment of the invention;
Figure 33 is the A-A sectional view of Figure 28;
The cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 34 provides for the embodiment of the invention has bearing plate support and the web outside fixed support facade constructional drawing of end gullet plate section;
The cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that Figure 35 provides for the embodiment of the invention has the inboard fixed support facade of the case beam case chamber web constructional drawing of end gullet plate section;
Figure 36 is the A-A sectional view of Figure 34;
Figure 37 has end gullet plate and top saw tooth plate section bearing plate support and web outside fixed support facade constructional drawing for the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that provides for the embodiment of the invention;
Figure 38 has end gullet plate and top saw tooth plate section case beam case chamber web outside fixed support facade constructional drawing for the cantilever construction Hanging Basket of the prestress concrete variable cross-section box girder bridge that the embodiment of the invention provides;
Figure 39 is the A-A sectional view of Figure 37;
Figure 40 is the schematic diagram of FRP boxboard combining structure casing assembling front construction figure;
Figure 41 is the schematic diagram of constructional drawing after the assembling of FRP boxboard combining structure casing;
Figure 42 is the schematic diagram of FRP structure case construction figure after filling in the FRP case;
Figure 43 is for putting more energy into steel plate and put more energy into stirrup net sheet at the pre-buried drawing of site of case web;
Figure 44 is the A-A sectional view of Figure 43;
Figure 45 is put more energy into steel plate and the stirrup net sheet structure top view of putting more energy into of web;
Figure 46 is put more energy into steel plate and the stirrup net sheet structure elevation of putting more energy into of web;
Figure 47 is FRP boxboard combining structure casing joint construction figure.
Mark is as follows among the accompanying drawing 1-8:
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;
Mark is as follows among the accompanying drawing 9-47:
The 1-base plate, the 2-web, 3-base plate sawtooth piece, the 4-top board, 5-top board sawtooth piece, the 6-bridge pier, 7-FRP plate and FRP box stiffening rib combining structure (being called for short FRP boxboard combining structure), the 701-FRP plate, 702-FRP box stiffening rib, 8-FRP woven roving and chopped felt combining structure (being called for short FRP cloth felt combining structure), 9-bridge pier pier top case beam diaphragm, 10-end bay bridge pier pier-side bracket, 11-case beam bearing plate rack beam, longeron in the 12-case beam bearing plate support, 13-case beam bearing plate bracket lip longeron, 14-cross spacing piece, the 15-jack, the 16-hanging basket of working, 17-upper support longeron, the sliding case of 171-supporting conversion, 18-case beam case chamber web outside fixed support, 181-bridge floor located lateral longeron, 19-web outside fixed support stiffening rib, 20-outside fixed support is to pull bar, 21-heteropleural fixed support is to pull bar, the inboard fixed support of 22-case beam case chamber web, 221-top board gullet plate lower support cushion block, the inboard fixed support stiffening rib of 23-web, 24-case beam case chamber roof plate supporting support, 25-roof plate supporting support stiffening rib, 26-main couple system, 27-steel plate suspender belt, the 28-FRP boxboard combining structure steel plate of putting more energy into, the 29-FRP boxboard combining structure stirrup of putting more energy into, the 30-diaphragm, 31-wedge joint.
The specific embodiment
For defective and the deficiency of prior art, first purpose of the present invention is to provide a kind of prestress concrete variable cross-section box girder bridge, and it can effectively avoid the case beam crack to occur, and then has improved quality and the durability of prestress concrete variable cross-section box girder bridge.Second purpose of the present invention is to provide a kind of construction hanging basket structure of prestress concrete variable cross-section box girder bridge.The 3rd purpose of the present invention also is to provide a kind of job practices of prestress concrete variable cross-section box girder bridge.
Below in conjunction with the accompanying drawing in the embodiment of the invention, the technical scheme in the embodiment of the invention is clearly and completely described, obviously, described embodiment only is the present invention's part embodiment, rather than whole embodiment.Based on the embodiment among the present invention, those of ordinary skills belong to the scope of protection of the invention not making the every other embodiment that obtains under the creative work prerequisite.
In the present embodiment, for convenience of description, horizontal ('fornt', 'back') in the following content is along the wide direction of bridge, vertically (" on ", D score) be along the high direction of bridge, vertically (" left side ", " right side ") is the direction along spanning, and wherein the direction along spanning also is along the long direction of bridge.
FRP is the english abbreviation of Fiber Reinforced Polymer, 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.About glass fiber tensile strength 1000MPa, about epoxide-resin glue tensile strength 60MPa, it is approaching with the intensity of steel work about 300MPa that the GFRP structural strength that forms after glass fiber and the epoxy resin glue can reach.FRP structure in the present embodiment comprises FRP boxboard combining structure 7 and FRP cloth felt combining structure 8.
Please refer to accompanying drawing 9-13, the prestress concrete variable cross-section box girder bridge that the embodiment of the invention provides comprises the top board 4, base plate 1 and the web 2 that consist of case beam case chamber, and it also comprises:
Be arranged on the FRP boxboard combining structure 7 on the soffit of the external surface of soffit, web 2 of top board 4 and inner surface and base plate 1, FRP boxboard combining structure 7 comprises FRP plate 701 and FRP box stiffening rib 702, FRP box stiffening rib 702 is arranged between the two-layer FRP plate 701, solidify to form FRP boxboard combining structure 7 by the bonding agent stickup between FRP box stiffening rib 702 and the two-layer FRP plate 701.
Need to prove that described FRP plate 701 is the FRP plate of thick 5mm, FRP box stiffening rib 702 adopts the FRP plate of thick 5mm to make, 702 casees wide 50cm case thickness 14cm of FRP box stiffening rib, and the thickness that forms FRP boxboard combining structure 7 is 15cm.Can certainly adopt according to different bridges other sizes.
In the prestress concrete variable cross-section box girder bridge that present embodiment provides, soffit at the external surface of the soffit of top board 4, web 2 and inner surface, base plate 1 is provided with FRP boxboard combining structure 7, and this FRP boxboard combining structure 7 comprises two-layer FRP plate and is arranged between the two-layer FRP plate 701 and the FRP box stiffening rib 702 bonding with two-layer FRP plate 701.Because FRP(Fiber Reinforced is Polymer, fibre reinforced composites) boxboard combining structure 7 has the intensity that approaches with steel, be equivalent to respectively paste one deck steel plate on the soffit of the external surface of soffit, web 2 at top board 4 and inner surface, base plate 1, greatly improved the stressed and cracking resistance of case beam, reduce even avoided the case beam phenomenon in crack to occur, improve structural integrity, and then improved quality and the durability of prestress concrete variable cross-section box girder bridge.
In order further to optimize technique scheme, the prestress concrete variable cross-section box girder bridge that present embodiment provides also comprises the FRP cloth felt combining structure 8 on the upper surface of the upper surface that is arranged on top board 4 and base plate 1, FRP cloth felt combining structure 8 comprises the FRP woven roving and sticks on two chopped felts of lip-deep FRP of FRP woven roving, solidify to form FRP cloth felt combining structure 8 by the bonding agent stickup between the chopped felt of FRP woven roving and FRP.At the upper surface of top board 4 and the upper surface of base plate 1 stressed the and cracking resistance that FRP cloth felt combining structure 8 can further be improved the case beam is set, and can play waterproof action, further improve quality and the durability of prestress concrete variable cross-section box girder bridge.
Concrete, because the upper and lower surface of case back plate 4 all is pasted with FRP(Fiber Reinforced Polymer, fibre reinforced composites) structure, and the FRP structural strength can reach about 300MPa with steel and approach, and 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, form the lateral stressed structure of prestressed concrete and FRP structure composite, 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.
On base plate gullet plate sidewall, with top board gullet plate outer wall FRP boxboard combining structure 7 is set, at base plate gullet plate upper surface FRP cloth felt combining structure 8 is set, FRP cloth felt combining structure 8 comprises two-layer FRP woven roving, form 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.
FRP cloth felt combining 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 FRP cloth felt combining structure by the epoxy resin glue between the chopped felt of FRP woven roving and FRP.The chopped felt of FRP woven roving and FRP successively sticks on the surface formation FRP cloth felt combining structure of structure successively during construction by epoxide-resin glue.FRP cloth felt combining structure has the plasticity of constructing arbitrarily before the epoxide-resin glue adhesive curing, FRP cloth felt combining structure quality is light, is better than affixing steel plate in the construction.FRP cloth felt combining structure has the advantage of easy construction.
Adopt FRP structure deutomerite to economize template, make the weight reduction 50% of its construction formwork, saved construction costs.
Prior art is striden greatly the box girder bridge of prestress concrete variable cross-section box girder cantilever construction, and concrete appearance color is generally inconsistent, and it is attractive in appearance to have a strong impact on concrete-bridge.After adopting the FRP structure, avoided each stage concrete of bridge to make the inconsistent problem of its appearance color because the length of time is different, outward appearance is unanimously attractive in appearance.
Thereby employing FRP structure has been guaranteed health moisture and has been guaranteed concrete quality.
The soffit of top board 4 is provided with FRP boxboard combining structure 7, and the upper surface of top board 4 is pasted with FRP cloth felt combining structure, and is same as the prior art, top board 4 interior being applied with equally along the transverse prestress of bridge cross direction.
The left surface of web 2 and right surface are provided with FRP boxboard combining structure 7, and be same as the prior art, web 2 interior being applied with equally along the vertical prestressing of the high direction of bridge;
The soffit of base plate 1 is provided with FRP boxboard combining structure 7, and the upper surface of base plate 1 is pasted with FRP cloth felt combining structure 8, and is same as the prior art, base plate 1 interior being applied with equally along the transverse prestress of bridge cross direction.
Top board 4 arranges along the transverse prestress of bridge cross direction, form the lateral stressed structure of prestressed concrete and FRP structure composite, 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, top board 4 upper surfaces are pasted FRP cloth felt structure 8, box girder cantilever construction stage and full-bridge close up rear the second stage of each one deck of dead load construction stage and arrange at twice, throw again the brush ring epoxy resins on the bridge deck FRP structure, globality and reliability have been guaranteed, be equivalent to paste one deck steel plate at 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 cloth felt structure 8 at top board 4 upper surfaces, solved the waterproof problem of top board 4 upper surfaces, and prestress concrete variable cross-section box girder bridge top board 4 interior longitudinal prestressings, transverse prestress and the vertical prestressing cable wire is more and ground tackle is also more in the prior art, 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.
Because top board 4 soffits arrange FRP boxboard combining structure 7 and case beam case chamber roof plate supporting support forms whole force structure, are compared with existing technology to have saved the indoor top board 4 steel work bed dies of case beam case, the deadweight that has alleviated the cantilever construction Hanging Basket.
In addition, because left surface and right surface (being external surface and the inner surface of web 2) at web 2 all arrange FRP boxboard combining structure 7, be equivalent to be provided with one deck steel plate on the surface of web 2, improved the stressed and cracking resistance of 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.
Because web 2 left surfaces and right surface arranges FRP boxboard combining structure 7 and case beam case chamber web fixed support forms whole force structure are compared with existing technology the inside and outside steel work side form of having saved web 2, the deadweight that has alleviated the cantilever construction Hanging Basket.
And, because base plate 1 soffit arranges FRP boxboard combining structure 7, and in base plate 1 upper surface stickup FRP cloth felt combining structure 8, be equivalent on base plate 1 upper surface and soffit, all be provided with one deck steel plate, 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.
Because base plate 1 soffit arranges FRP boxboard combining structure 7 and case beam case chamber bearing plate support forms whole force structure, is compared with existing technology and has saved the steel work bed die, has alleviated the deadweight of cantilever construction Hanging Basket.
FRP boxboard combining structure 7 is by arranging FRP box stiffening rib 702 during construction on the FRP plate 701, and the above arranges FRP plate 701 again, pastes by cementing agent each other to solidify to form; On produce in factory top board 4 soffits, web 2 left surfaces and right surface, the FRP boxboard combining structure 7 that arranges of base plate 1 soffit, install at the scene and have easily advantage of quick construction.
The upper surface that the chopped felt of FRP woven roving and FRP successively sticks on base plate 1 and top board 4 by cementing agent successively during construction solidify to form FRP cloth felt combining structure 8.FRP cloth felt combining structure 8 has the plasticity of constructing arbitrarily before adhesive cures, and FRP cloth felt combining structure 8 quality are light, and FRP cloth felt combining structure 8 has the advantage of easy construction.
The cementing agent that FRP boxboard combining structure 7 and FRP cloth felt combining structure 8 adopt can be epoxide-resin glue, and it has advantage cheap and that viscosity is stronger.
Therefore, the prestress concrete variable cross-section box girder bridge that present embodiment provides, give full play to the advantage of concrete anti-compression, steel tension and FRP structure cracking resistance, effectively improved prestress concrete variable cross-section box girder bridge crack resistance, bridge deck water-proof performance, thereby so that box girder structure is stressed more reasonable.Adopt supporting and the fixed support of FRP boxboard combining structure 7 and case beam case chamber to form whole force structure, saved template, alleviated the deadweight of cantilever construction Hanging Basket.Adopt FRP boxboard combining structure 7 can guarantee that the full-bridge outward appearance is consistent, and can adopt as required different appearance colors.
Wherein, FRP cloth felt combining 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.
Preferably, be provided with FRP boxboard combining structure 7 on the base plate 1 gullet plate side outer wall of described variable cross-section box girder bridge, the upper surface of base plate gullet plate 3 is pasted with FRP cloth felt combining structure 8; Be provided with FRP boxboard combining structure 7 at top board gullet plate 5 outer walls.Base plate sawtooth piece 3 and top board sawtooth piece 5 all can be saved template.
In addition, be pasted with one deck FRP cloth felt combining structure 8 at variable cross-section box girder bridge at the upper surface of the base plate gullet plate 3 of case beam inside, and base plate gullet plate 3 lip-deep FRP cloth felt combining structures 8 comprise two-layer FRP woven roving, and between the 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.The FRP cloth felt combining structure thickness that base plate gullet plate 3 outer walls so are set is 6mm.
Wherein base plate sawtooth piece 3 and top board sawtooth piece gullet plate 5 are reinforced concrete structure, form FRP structure-steel concrete composite construction.Be equivalent to arrange or pasted one deck steel plate in case beam base plate sawtooth piece 3 and top board sawtooth piece 5 outer wall surface, improved base plate sawtooth piece 3 and top board sawtooth piece 5 stressed and cracking resistances, efficiently solve the problem of Cracking of base plate sawtooth piece 3 and top board sawtooth piece 5.
FRP cloth felt combining structure 8 on the both side surface of base plate 1 upper surface is 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.Like this then FRP cloth felt combining structure 8 thickness on base plate 1 upper surface only are 3mm.
In order further to optimize technique scheme, after cantilever construction is finished, can also be to paste again one deck FRP cloth felt combining structure 8 on the top board 4 at the bridge deck of prestress concrete variable cross-section box girder bridge, and FRP cloth felt combining structure 8 upper surface upslides brushes cementing agent, before adhesive cures on it successively making two bed thickness be 3-4 centimetre and the aggregate maximum gauge 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 the adhesive cures on it, Lay interval 10 * 10cm diameter 6mm Ribbed Bar weldering net in it.After so having adopted FRP cloth felt combining structure 8, needn't be again as prior art on bridge deck the thick 10 centimetres of left and right sides leveling concrete constructions of making and thick 10 centimetres of left and right sides asphalt concrete constructions, namely add up to 20 centimetres thickness reduction to 6-8 centimetre, because FRP cloth felt combining structure is set, can adopt light-duty deck paving, FRP cloth felt combining structure 8 self is lighter in addition, has greatly alleviated the weight of this bridge, can improve load carrying capacity of bridge.
Preferably, FRP cloth felt combining 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 cloth felt combining 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 cloth felt combining structure 8 thickness of the upper surface of like this then top board 4 only are 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, be that FRP cloth felt combining structure 8 upper surfaces of top board 4 are pasted one deck FRP cloth felt combining structure 8 again at the bridge deck of full-bridge, can comprise one deck FRP woven roving, throw the brush ring epoxy resins on bridge deck FRP cloth felt combining structure 8, FRP cloth felt combining structure 8 thickness of the upper surface of like this then top board 4 are 6mm in mat formation layer construction and thickening operation stage again.The FRP cloth felt combining structure 8 of the upper surface of top board 4 is constructed at twice, not only improved the stress performance of bridge top board 4, and remedied the deficiency that more preformed hole in top board 4 constructions produces the bridge deck water-proof defective, guaranteed globality and the reliability of bridge deck water-proof operation stage.
FRP boxboard combining structure 7 thickness that are arranged on the soffit of top board 4 are 15cm, and it can bear lateral stressed i.e. stressed along the bridge cross direction of the soffit of top board 4.
The thickness that is arranged on the FRP boxboard combining structure 7 on the left surface of web 2 and right surface is 15cm, and same as the prior artly apply vertical prestressing at web 2, form FRP-prestressed concrete composite construction web 2, be equivalent on surface, web 2 left and right sides, respectively be provided with one deck steel plate, improved the stressed and cracking resistance of 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 thickness of FRP boxboard combining structure 7 that is arranged on the soffit of base plate 1 is 15cm, 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 at 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.
The technical scheme of a kind of Hanging Basket that the embodiment of the invention provides is as follows:
See also Figure 14-Figure 47, a kind of Hanging Basket that the embodiment of the invention provides comprises: case beam bearing plate support, case web fixed support, case beam case chamber roof plate supporting support 24, main couple system 26 and steel plate suspender belt 27.It is characterized in that the described FRP boxboard of above-mentioned a kind of prestress concrete variable cross-section box girder bridge combining structure 7 supports or is fixedly connected on the Hanging Basket support;
Same as the prior art, the main couple system 26 that present embodiment provides is rhombus.The main couple system 26 general structure steel fabrications that adopt are bearing on the track of described box girder bridge face setting.Can vertically walk as required.The supporting-point of main couple system 26 firmly is connected on the concrete of described case beam.Can certainly adopt according to different bridges other forms of main couple system 26.
Need to prove that described steel plate suspender belt 27 sizes can adopt the steel plate of 4 centimetres of wide 20 centimetres of thickness.Can certainly adopt according to different bridges other sizes.
The FRP boxboard combining structure 7 of base plate 1 soffit is connected with case beam bearing plate support; Web 2 left surfaces be connected FRP boxboard combining structure 7 and be connected with case web fixed support; The FRP boxboard combining structure 7 of top board 4 soffits is connected connection with case beam case chamber roof plate supporting support.
The Hanging Basket that present embodiment provides, case beam bearing plate support, case web fixed support, case beam case chamber roof plate supporting support 24 respectively with the steel plate suspender belt 27 lower ends formation overall structure that is connected firmly, steel plate suspender belt 27 upper ends and the main couple system 26 formation overall structure that is connected firmly.By main couple system 26 load of concreting is passed on the completed case beam.Be provided with between steel plate suspender belt 27 upper ends and the main couple system 26 to be that the jack of vertical direction lifting is to adjust Hanging Basket bed die absolute altitude in the high direction of bridge.Described steel plate suspender belt 27 upper ends that connect by the described case beam of the end bearing plate support of bridge pier 6 are anchored on the described case beam base plate 1, and being provided with between steel plate suspender belt 27 upper ends and the described case beam base plate 1 to be that the jack of vertical direction lifting is to adjust Hanging Basket bed die absolute altitude in the high direction of bridge.
The Hanging Basket that present embodiment provides, case beam bearing plate support comprise longeron 12 and case beam bearing plate bracket lip longeron 13 in case beam bearing plate rack beam 11, the case beam bearing plate support.Longeron 12 and case beam bearing plate bracket lip longeron 13 all are positioned on the surface, top of case beam bearing plate rack beam 11 in the case beam bearing plate support, and longeron 12 forms overall structure with the case beam bearing plate rack beam 11 bolts knot or the firm welding that are positioned at its below in the case beam bearing plate support;
Need to prove that the steel case that case beam bearing plate rack beam 11 can adopt two roots to be arranged side by side is made, every steel case is of a size of 16 millimeters of high 50 centimetres wide 30 centimetres thickness.Can certainly adopt according to different bridges other sizes.
Need to prove that also longeron 12 and case beam bearing plate bracket lip longeron 13 sizes can adopt the steel case of 16 millimeters of high 50 centimetres wide 30 centimetres thickness in the case beam bearing plate support.Can certainly adopt according to different bridges other sizes.
The Hanging Basket that present embodiment provides, case beam bearing plate bracket lip longeron 13 near an end of bridge pier 6 sides be the rear end and below case beam bearing plate rack beam 11 between a pin is set, can be on case beam bearing plate rack beam 11 and case beam bearing plate bracket lip longeron 13 perforate and pin inserted, pin can adopt the steel ingot of 10 centimetres of diameters.Can certainly adopt according to different bridges other sizes.Form case beam bearing plate bracket lip longeron 13 and can be hinged structure what case beam bearing plate rack beam 11 upper surfaces rotated.Case beam bearing plate bracket lip longeron 13 away from an end of bridge pier 6 sides be front end and below case beam bearing plate rack beam 11 between to arrange to be the jack 15 of transversal stretching at the bridge cross direction, adjusting tank beam bearing plate bracket lip longeron 13 lateral attitudes.So arranging, can be the bed die bridge cross direction position of front end away from an end of bridge pier 6 sides by adjusting tank beam bearing plate bracket lip longeron 13, guarantees that bridge base plate axis reaches designing requirement.
In addition, longeron 12 and case beam bearing plate bracket lip longeron 13 outer walls are all pasted one deck FRP woven roving and are guaranteed not corrosion in case beam bearing plate rack beam 11, the case beam bearing plate support.Longeron 12 and case beam bearing plate bracket lip longeron 13 upper surfaces are all pasted one deck FRP plate assurance surfacing in the case beam bearing plate support, do not compare with the conventional steel stay in place formwork and pollute case beam surface because of corrosion.
The Hanging Basket that present embodiment provides, case beam bearing plate bracket lip longeron 13 is the rear end near an end of bridge pier 6 sides, arrange one away from the lateral surface place at center, case beam case chamber and form whole cross spacing piece 14 with its bolt knot or firm welding, cross spacing piece 14 is positioned at the outside of web 2, laterally is close to FRP boxboard combining structure 7 surfaces of web 2 arranged outside.Cross spacing piece 14 upper ends can arrange one section laterally tilting section, and vertical section of bottom arrange excessive section of curve, and 20 centimetres of webs are left at the top, are convenient to install import.An end of having guaranteed close bridge pier 6 sides of bed die is that the bed die bridge cross direction position of rear end reaches designing requirement.
Need to prove that cross spacing piece 14 can adopt the steel case of 16 millimeters of high 50 centimetres wide 30 centimetres thickness.Can certainly adopt according to different bridges other sizes.
In addition, it is antirust that cross spacing piece 14 outer walls are pasted one deck FRP woven roving.Antirust with surface stickup one deck FRP plate leveling that the case beam is closely connected, avoiding getting rusty, it is surperficial to pollute the case beam.
The Hanging Basket that present embodiment provides, case web fixed support comprise case beam case chamber web outside fixed support 18 and the inboard fixed support 22 of case beam case chamber web.The inboard fixed support 22 of case beam case chamber web outside fixed support 18 and case beam case chamber web arranges respectively and is bearing in upper support longeron 17 tops, and the rear end of its close bridge pier 6 respectively bolt knot is anchored on the box beam concrete.Firm welding forms overall structure between case beam case chamber web outside fixed support 18 and the upper support longeron 17.The inboard fixed support 22 of case beam case chamber web and upper support longeron 17 are provided with each other and can slide case 171 in the supporting conversion that upper support longeron 17 slides, and the inboard fixed support 22 of case beam case chamber web and supporting conversion are slided case 171 firm welding and formed overall structure;
Before and after the bearing position of the inboard fixed support 22 of case beam case chamber web outside fixed support 18 and case beam case chamber web, also be provided with the sliding case 171 of supporting conversion that can slide on the upper support longeron 17 thereon;
Web outside fixed support stiffening rib 19 and case beam case chamber web outside fixed support 18 are arranged vertically in same plane, and firm welding forms overall structure.The inboard fixed support stiffening rib 23 of web and the inboard fixed support 22 of case beam case chamber web are arranged vertically in same plane, and firm welding forms overall structure;
Need to prove that upper support longeron 17, case beam case chamber web outside fixed support 18, web outside fixed support stiffening rib 19, the inboard fixed support 22 of case beam case chamber web, the inboard fixed support stiffening rib 23 of web all can adopt the steel case of 16 millimeters of high 50 centimetres wide 30 centimetres thickness.Can certainly adopt according to different bridges other sizes.
In addition, it is antirust that web outside fixed support stiffening rib 19, case beam case chamber web outside fixed support 18, the inboard fixed support stiffening rib 23 of web and inboard fixed support 22 outer walls of case beam case chamber web are all pasted one deck FRP woven roving, all to paste the leveling of one deck FRP plate antirust with the closely connected surface of case beam, avoids getting rusty polluting case beam surface.
The Hanging Basket that present embodiment provides arranges a bridge floor located lateral longeron 181 in the bridge floor position along the spanning direction, the steel plate suspender belt 27 of its front end and upper end and the main couple system 26 formation overall structure that is connected firmly, and its rear end supporting is anchored on the box girder bridge face concrete.Arranging between bridge floor located lateral longeron 181 and web outside fixed support 18 upper ends, case beam case chamber can be at wide namely horizontal (horizontal direction) the flexible jack 15 of bridge.So arrange, can adjust that shaft position reaches designing requirement in the bridge of bridge cross direction of backform front end.Overcome the problem of the wide horizontal axis location difficulty of prior art integral bottom modular system front end bridge.
Need to prove that bridge floor located lateral longeron 181 all can adopt the steel case of 16 millimeters of high 50 centimetres wide 30 centimetres thickness.Can certainly adopt according to different bridges other sizes.
It is antirust that bridge floor located lateral longeron 181 outer walls are pasted one deck FRP woven roving.
The Hanging Basket that present embodiment provides, the case beam case chamber web outside fixed support 18 of box girder bridge cross direction is positioned at same cross section to be arranged in pairs, arranges each other and runs through the outside fixed support of case beam case chamber to pull bar 20.Outside fixed support is outside equipped with the outside, the outside fixed support positioning supports steel pipe that can run through to pull bar 20, one FRP pipe is set between its outer wall and the concrete that runs through again, this FRP tube end is supported on FRP boxboard combining structure 7 surfaces, and adopts FRP woven roving FRP boxboard combining structure 7 bonding;
Be provided with the heteropleural fixed support to pull bar 21 between the inboard fixed support 22 of the case beam case chamber web outside fixed support 18 on the left side of case beam one coxostermum 2 and right side and case beam case chamber web.The heteropleural fixed support is outside equipped with the web positioning support stay tube that can run through to pull bar 21, and this web positioning supports tube end is supported on FRP boxboard combining structure 7 surfaces, and adopts FRP woven roving and FRP boxboard combining structure 7 bonding;
To be provided with can be at bridge wide be that the jack 15 of transversal stretching holds out against the location to upper and lower side between the indoor laterally relative inboard fixed support 22 of case beam case chamber web of the same cross-section location case of case beam beam case.
Need to prove that outside fixed support can adopt 32 millimeters high tensile reinforcements of diameter to pull bar 20.Outside fixed support positioning supports steel pipe can adopt 40 millimeters steel pipes of diameter.Can certainly adopt according to different bridges other sizes.
Need to prove that also the heteropleural fixed support can adopt 32 millimeters high tensile reinforcements of diameter to pull bar 21.Web positioning support stay tube can adopt 40 millimeters FRP pipes of diameter.Can certainly adopt according to different bridges other sizes.
The Hanging Basket that present embodiment provides, case beam case chamber web outside fixed support 18 is close to case beam bearing plate bracket lip longeron 13 outer surfaces away from center, case beam case chamber, and next-door neighbour's web 2 outside FRP boxboard combining structures 7 surfaces arrange that case beam case chamber web outside fixed support 18 all arranges outside fixed support to pull bar 20 below upper end bridge floor and lower end case beam bearing plate bracket lip longeron 13 soffits.So arrange, guaranteed that the position of web 2 reaches designing requirement.
The Hanging Basket that present embodiment provides, case beam case chamber roof plate supporting support 24 is arranged on upper support longeron 17 tops, and its rear end bolt knot near bridge pier 6 is anchored on the box beam concrete.Be provided with between case beam case chamber roof plate supporting support 24 and the upper support longeron 17 and can slide case 171 in the supporting conversion that upper support longeron 17 slides, case beam case chamber roof plate supporting support 24 and the sliding case 171 firm welding formation of supporting conversion overall structure;
Before and after the bearing position of case beam case chamber roof plate supporting support 24, on upper support longeron 17, also be provided with forwarding of to slide thereon and change sliding case 171;
Roof plate supporting support 24 bottoms, case beam case chamber arrange roof plate supporting support stiffening rib 25, and case beam case chamber roof plate supporting support 24 is vertical with roof plate supporting support stiffening rib 25, and firm welding forms overall structure;
Need to prove that case beam case chamber roof plate supporting support 24 and roof plate supporting support stiffening rib 25 all can adopt the steel case of 16 millimeters of high 50 centimetres wide 30 centimetres thickness.Can certainly adopt according to different bridges other sizes.
It is antirust that case beam case chamber roof plate supporting support 24 and roof plate supporting support stiffening rib 25 outer walls are all pasted one deck FRP woven roving, and it is antirust that the leveling of one deck FRP plate is pasted on the closely connected surface of case beam case chamber roof plate supporting support 24 and case beam, and avoiding getting rusty, it is surperficial to pollute the case beam.
The Hanging Basket that present embodiment provides, roof plate supporting support stiffening rib 25 soffits are positioned on inboard fixed support 22 upper surfaces of case beam case chamber web.
The Hanging Basket that present embodiment provides is characterized in that, upper support longeron 17 is connected main couple system 26 with the upper end the steel plate suspender belt 27 formation overall structure that is connected firmly.It is antirust that upper support longeron 17, main couple system 26 and steel plate suspender belt 27 outer walls are all pasted one deck FRP woven roving.
The Hanging Basket that present embodiment provides, the inboard fixed support of the indoor web of top board gullet plate 5 bottoms, case beam case chamber and case beam case arranges top board gullet plate lower support cushion block 221 between 22 tops, and the inboard fixed support 22 of the indoor web of top board gullet plate lower support cushion block 221 and case beam case is connected firmly.
Need to prove that top board gullet plate lower support cushion block 221 can adopt the steel case processing and fabricating of 16 millimeters of high 50 centimetres wide 30 centimetres thickness.Can certainly adopt according to different bridges other sizes.
The Hanging Basket that present embodiment provides is not owing to need the steel work template, but adopts the FRP structure, and its deadweight is lighter.The bed die absolute altitude of case beam, bridge axial location positioning accuracy height, the sections concrete joint is reliable, and the FRP boxboard combining structure on case beam surface and Hanging Basket supporting fixed support integral body are stressed, and wind loading rating is strong.Outward appearance is difficult for polluting, and tone is consistent, and is attractive in appearance.
Present embodiment also provides a kind of job practices of prestress concrete variable cross-section box girder bridge, builds above-mentioned prestress concrete variable cross-section box girder bridge by adopting above-mentioned Hanging Basket, and it may further comprise the steps:
The first step: the FRP boxboard combining structure 7 in that each box girder segment top board 4 soffit of produce in factory, web about 2 surfaces, base plate 1 soffit, base plate gullet plate 3 side outer walls, top board gullet plate 5 outer walls and bridge pier pier top case beam diaphragm 9 outer walls arrange is transported to the building site.
Wherein, after FRP plate 701 is pasted FRP box stiffening rib 702, paste FRP plate 701 on it, adopt FRP cloth to paste FRP boxboard combining structure steel plate 28 and the FRP boxboard combining structure integral net chip architecture that stirrup 29 is welded into of putting more energy into of putting more energy at FRP plate 701 upper surfaces again, form described FRP boxboard combining structure 7 factory's finished products.FRP boxboard combining structure be connected with FRP boxboard combining structure the integral net chip architecture that stirrup 29 is welded into of steel plate 28 of putting more energy into has been strengthened and has been connected connection, and the bonding front welding of constructing is not finished and can be burnt out the FRP structure.
Second step: bridge pier pier jacking frame is installed, at bridge pier pier jacking frame the bridge pier pier is installed and is pushed up section FRP boxboard combining structure 7 that base plate 1 soffit, web about 2 surfaces, bridge pier pier top diaphragm 9 outer walls, top board 4 soffits of case beam arrange, finish seam and connect.
The 3rd step: reinforcing bar and the prestressed cable pipeline of mounting base 1, web 2, top board 4 and bridge pier pier top case beam diaphragm 9, and corresponding fixed support is installed, the one-time-concreting concrete is finished the construction of bridge pier pier top section case beam.
The 4th step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, remove bridge pier pier top section case beam base plate 1, web 2, top board 4 and bridge pier pier top case beam diaphragm 9 corresponding fixed supports, paste the FRP cloth felt combining structure 8 that arranges at base plate 1 upper surface and top board 4 upper surfaces, stretch-draw 100% prestressing force during 9 to 10 days ages of concrete, remove bridge pier pier jacking frame, adopt the FRP structure to avoid temperature cracking.Saved pier jacking shut die plate.
The 5th step: longeron 12 and case beam bearing plate bracket lip longeron 13 in the main couple system 26 of installation Hanging Basket, steel plate suspender belt 27, case beam bearing plate rack beam 11, the case beam bearing plate support on bridge pier pier top section case beam, with longeron 12 bolts knot or firm welding in case beam bearing plate rack beam 11 and the case beam bearing plate support, the support bracket fastened case beam of install bin web case chamber web outside fixed support 18.
The 6th step: adopting the jack adjusting tank beam bearing plate support that arranges in the main couple system 26 is that the bed die absolute altitude that front end and close bridge pier 6 places are the rear end arrives the design elevation place away from bridge pier 6 places.The outside fixed support that the described case beam case chamber web outside fixed support 18 that close bridge pier 6 places of locking are the rear end arranges below upper end bridge floor and lower end case beam bearing plate bracket lip longeron 13 soffits is to pull bar 20.
The 7th step: utilizing away from bridge pier 6 places is the jack 15 that arranges between head end box beam bearing plate bracket lip longeron 13 and the case beam bearing plate rack beam 11, adjustment is that the wide horizontal axis of bed die bridge of front end is located to the wide horizontal axis of design bridge away from bridge pier 6 places, and the connecting bolt between locking case beam bearing plate bracket lip longeron 13 and the case beam bearing plate rack beam 11 forms the temporary consolidation structure.Locking away from bridge pier 6 places be head end box beam case chamber web outside fixed support 18 at the outside of top and bottom fixed support to pull bar 20.
The 8th step: bridge floor located lateral longeron 181 is installed, but utilize the transversal stretching jack 15 that arranges between itself and the case beam case chamber web outside fixed support 18, adjusting away from bridge pier 6 places is that the wide horizontal axis of bridge floor bridge of front end is to place, the wide horizontal axis of design bridge;
The 9th step: the FRP boxboard combining structure 7 of first cantilever pouring construction section box girder base plate 1 soffit setting, the FRP boxboard combining structure 7 that case beam case chamber web 2 outer surfaces arrange are installed, utilizing work hanging basket 16 to finish seam connects, the reinforcing bar of colligation base plate 1 and web 2 is installed corresponding prestressed cable pipeline, outside fixed support positioning supports steel pipe and web positioning support stay tube.The FRP boxboard combining structure 7 that web 2 inner surfaces arrange is installed, finishing seam connects, the inboard fixed support 22 of install bin beam case chamber web, the heteropleural fixed support of setting between the inboard fixed support 22 of web 2 left sides and case beam case chamber, right side web outside fixed support 18 and case beam case chamber web is installed to pull bar 21, pull bar 21 is passed from web positioning support stay tube adjust position and locking.
The tenth step: adopt FRP woven roving and epoxide-resin glue that the FRP boxboard combining structure 7 of web positioning support stay tube and the 2 interior outer surfaces settings of case beam case chamber web is bonding firm.
The 11 step: the jack 15 that upper and lower side arranges between the inboard fixed support 22 of the indoor web of install bin beam case, adjust the position and laterally hold out against and lock, and with the rear end of close the bridge pier 6 of case beam case chamber web outside fixed support 18 and the inboard fixed support 22 of case beam case chamber web respectively bolt tie and be anchored on the box beam concrete.
The 12 step: install bin beam case chamber roof plate supporting support 24.The FRP boxboard combining structure 7 that top board 4 soffits arrange is installed, finishes seam and connect, the reinforcing bar of colligation top board 4 is installed corresponding pipeline and outside fixed support positioning supports steel pipe.
The 13 step: lock the outside fixed support of setting between all transverse box beam case chamber, bridge floor case beam case outside web outside fixed supports 18 to pull bar 20, outside fixed support passes from outside fixed support positioning supports steel pipe pull bar 20 and adjusts position and locking
The 14 step: accurate adjustment bottom die of box-beam absolute altitude, bed die bridge axis and bridge floor axis are finished the concrete pouring construction of first cantilever pouring piece spare to design attitude at Hanging Basket.
The 15 step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete.Remove the heteropleural fixed support to pull bar 21.Dismounting runs through the outside fixed support of case beam case chamber web to pull bar 20.
The 16 step: connect upper support longeron 17 by the interim suspension rod that is arranged in the main couple system 26, remove case back plate supporting bracket 24 and be connected the connection that the upper support longeron 17 of fixed support 22 front ends is connected with the steel plate suspender belt with the case web, the sliding case of upper support conversion of front end is connected with front end that steel plate suspender belt 27 connects and with main couple system 26 to away from bridge pier 6 directions being the place ahead slip.
The 17 step: are connected with the main couple system at case beam case outside, Hanging Basket rear end described case beam bearing plate rack beam 11 and interim suspension rod to be set to connect, remove the connection that case beam bearing plate rack beam 11 is connected with the steel plate suspender belt, case beam bearing plate support with main couple system 26 to being to slide in the place ahead away from bridge pier 6 directions.
The 18 step: the sliding case of upper support conversion of upper support longeron 17 rear ends of case beam case chamber web outside fixed support 18 and the suspension rod of the interim setting that is connected bridge floor top board 4 connect, the upper support longeron 17 of removing web outside fixed support 18 rear ends, case beam case chamber is connected connection with the steel plate suspender belt, upper support longeron 17 rear ends are bearing on the sliding case of upper support conversion, with case beam case chamber web outside fixed support 18 to being to slide in the place ahead away from bridge pier 6 directions.
The 19 step: behind walking case beam bearing plate support, bridge floor located lateral longeron 181 and 18 to second cantilever pouring constructions of the support bracket fastened case beam of the case web case chamber web outside fixed support sections, adjusting tank beam bottom board absolute altitude is to the design elevation place.The described case beam case chamber web outside fixed support that close bridge pier 6 places of locking are the rear end is to pull bar 20.
The 20 step: adjustment is that the wide horizontal axis of bed die bridge of front end is located to the wide horizontal axis of design bridge away from bridge pier 6 places.Locking is that front end outside fixed support is to pull bar 20 away from bridge pier 6 places.
The 21 step: the FRP boxboard combining structure 7 of second cantilever pouring construction section box girder base plate 1 soffit setting, the FRP boxboard combining structure 7 that web 2 outer surfaces arrange are installed, utilizing work hanging basket 16 to finish seam connects, the reinforcing bar of colligation base plate 1 and web 2 is installed corresponding prestressed cable pipeline, outside fixed support positioning supports steel pipe and web positioning support stay tube.The FRP boxboard combining structure 7 that install bin web 2 inner surfaces arrange.
The 22 step: unclamp the jack 15 that upper and lower side arranges between the inboard fixed support 22 of case beam case chamber web.Adopt the jack that arranges in the main couple system 26 to reduce upper support longeron 17 absolute altitudes.At 22 to second cantilever pouring constructions of the upper support longeron 17 walking case beam case inboard fixed supports of chamber web sections.
The 23 step: the sliding case of upper support conversion at the inboard fixed support of the indoor web of case beam case 22 rears and the suspension rod of the interim setting that is connected bridge floor top board 4 are connected, walking upper support longeron 17 is to the design anchorage point, finish the connection of being connected with the steel plate suspender belt in upper support longeron 17 front and back ends, after the inboard fixed support of adjusting tank beam case chamber web 22 is in place, the heteropleural fixed support is installed to pull bar 21 and locking.
The 24 step: the position of the jack 15 of upper and lower side setting holds out against and locks between the inboard fixed support 22 of installation and adjusting tank beam case chamber web.The outside fixed support that arranges between the locking case beam case chamber web outside fixed support 18 is to pull bar 20.Case beam case chamber web outside fixed support 18 and the inboard fixed support 22 rear end bolt knots of case beam case chamber web are anchored on the concrete.
The 25 step: at 24 to second cantilever pouring constructions of described upper support longeron 17 walking case beam case chamber roof plate supporting supports sections.The sliding case of the upper support at roof plate supporting support 24 rears, case beam case chamber conversion is connected with bridge floor the interim suspension rod that arranges connects on the top board 4, walking upper support longeron 17 is to the design anchorage point, finishes upper support longeron 17 front and back ends and is connected the connection of steel plate suspender belt 27.Case beam case chamber roof plate supporting support 24 is in place and bolt knot in rear end is anchored on the concrete.
The 26 step: but the flexible jack 15 of along continuous straight runs that arranges utilized between described bridge floor located lateral longeron 181 and the described case beam case chamber web outside fixed support 18, and adjusting away from bridge pier 6 places is that the wide horizontal axis of bridge floor bridge of front end is to place, the wide horizontal axis of design bridge.The FRP boxboard combining structure 7 that install bin beam case chamber top board 4 soffits arrange is finished seam and is connected, and the reinforcing bar of colligation top board 4 is installed corresponding pipeline and outside fixed support positioning supports steel pipe.Case beam case chamber web outside fixed support is set to pull bar 20 between the locking bridge floor case beam case chamber web outside fixed support 18.
The 27 step: accurate adjustment bottom die of box-beam absolute altitude, bed die bridge axis and bridge floor axis are to design attitude.First cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, and guarantee concrete strength and modulus of elasticity all greater than design load 80% the time stretch-draw 100% prestressing force; After finishing first cantilever pouring piece spare 100% prestressed stretch-draw, build the concrete of second cantilever pouring construction sections.
The 28 step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete of second cantilever pouring construction sections, three cantilever pouring constructions of walking Hanging Basket to the sections is finished concrete roof 4 upper surfaces of first cantilever pouring piece spare and the construction of base plate 1 upper surface FRP cloth felt combining structure 8.
The 29 step: after finishing the construction of concrete roof 4 upper surfaces of first cantilever pouring piece spare and base plate 1 upper surface FRP cloth felt combining structure 8, carry out construction and the reinforcing work of the FRP boxboard combining structure 7 of the 3rd cantilever pouring construction sections, second cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, can guarantee concrete strength and modulus of elasticity all greater than design load 80% the time stretch-draw 100% prestressing force; After finishing second cantilever pouring piece spare 100% prestressed stretch-draw, build again the concrete of the 3rd cantilever pouring construction sections; Concreting, prestressing force move 100% to, finish FRP cloth felt combining structure 8 construction each differ from a construction sections; According to the construction of finishing first first paragraph top board 4 upper surfaces and base plate 1 upper surface FRP cloth felt combining structure 8, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation.
Wherein Hanging Basket walking and support is fixed, the construction of FRP boxboard combining structure 7 and reinforcing work carry out the repetition operation in the following order:
At first, walking case beam bearing plate support and case beam case chamber web outside fixed support 18 are to next cantilever pouring construction sections.Carry out the adjustment of the wide horizontal axis of bed die absolute altitude and bed die bridge.Install bin beam base plate 1 soffit are connected with case beam case chamber web outer surface FRP boxboard combining structure 7 and finish seam and connect, the reinforcing bar of colligation base plate 1 and web 2 is installed corresponding prestressed cable pipeline, outside fixed support positioning supports steel pipe and web positioning support stay tube;
Secondly, the FRP boxboard combining structure 7 that web 2 inner surfaces arrange is installed.At inboard fixed support 22 next cantilever pouring construction sections that arrive in place of upper support longeron 17 walking case beam case chamber webs.The heteropleural fixed support is installed to pull bar 21.Position and the locking of the jack 15 that upper and lower side arranges between the inboard fixed support 22 of adjusting tank beam case chamber web, and with the rear end of close the bridge pier 6 of case beam case chamber web outside fixed support 18 and the inboard fixed support 22 of case beam case chamber web respectively bolt tie and be anchored on the box beam concrete;
At last, arrive next cantilever pouring construction sections at upper support longeron 17 walking case beam case chamber roof plate supporting supports 24.The FRP boxboard combining structure 7 that top board 4 soffits arrange is installed, finishes seam and connect, the reinforcing bar of colligation top board 4 is installed corresponding pipeline and outside fixed support positioning supports steel pipe.Locking outside fixed support is to pull bar 20.Case beam case chamber roof plate supporting support 24 is in place and bolt knot in rear end is anchored on the concrete.Carry out the accurate adjustment of the wide horizontal axis of the wide horizontal axis of bed die absolute altitude, bed die bridge and bridge floor bridge.
Wherein begin to repeat following operation before the Hanging Basket walking: remove the heteropleural fixed support to pull bar 21.Dismounting runs through the outside fixed support of case beam case chamber web to pull bar 20.
Repeat following operation before inboard fixed support 22 walkings of its raising middle flask beam case chamber web: unclamp the jack 15 that upper and lower side arranges between the inboard fixed support 22 of case beam case chamber web.Reduce indoor upper support longeron 17 absolute altitudes of case beam case.
Repeat following operation before its raising middle flask beam case chamber roof plate supporting support 24 walkings: reduce indoor upper support longeron 17 absolute altitudes of case beam case.
Repeat following operation before the inboard fixed support 22 of its raising middle flask beam case chamber web and 24 upper support longerons, the 17 supporting conversions of case beam case chamber roof plate supporting support and the walking:
Web inboard fixed support 22 in case beam case chamber is connected the sliding case of upper support conversion at rear and the suspension rod connection of the interim setting that is connected bridge floor top board 4 with case beam case chamber roof plate supporting support, walking upper support longeron 17 is to the design anchorage point, finish the connection of being connected with the steel plate suspender belt in upper support longeron 17 front and back ends, the inboard fixed support 22 of case beam case chamber web and case beam case chamber roof plate supporting support 2 is in place.
The 30 step: cantilever construction is when having base plate gullet plate 3, the construction of FRP cloth felt combining structure 8 is divided into the sticking construction of top board 4 upper surfaces, base plate 1 upper surface and base plate gullet plate 3 upper surfaces, according to the construction of the FRP cloth felt combining structure 8 of finishing first first paragraph top board 4 upper surfaces, base plate 1 upper surface and base plate gullet plate 3 upper surfaces, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation.
Wherein following program repeats operation: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, the walking Hanging Basket carries out construction, support and the reinforcing work of FRP structure to next cantilever pouring construction sections, a upper cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, can guarantee concrete strength and modulus of elasticity all greater than design 80% the time stretch-draw 100% prestressing force.
Wherein Hanging Basket walking and construction and reinforcing work fixing, FRP boxboard combining structure 7 sequentially increase following work:
Web 2 inboard FRP boxboard combining structure 7 constructions increase the work of the FRP boxboard combining structure 7 of mounting base gullet plate 3 side outer walls settings simultaneously.Base plate 1 reinforcement construction increases the reinforcing work of base plate gullet plate 3 simultaneously.And jack 15 is installed between the indoor horizontal a pair of base plate gullet plate 3 of case beam case and is held out against locking.
All the other are with the 29 step.
The 31 step: cantilever construction is when having base plate gullet plate 3 and top board gullet plate 5, the construction of FRP cloth felt combining structure 8 is divided into the sticking construction of top board 4 upper surfaces, base plate 1 upper surface and base plate gullet plate 3 upper surfaces, according to the construction of the FRP cloth felt combining structure 8 of finishing first first paragraph top board 4 upper surfaces, base plate 1 upper surface and base plate gullet plate 3 upper surfaces, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation.
Wherein following program repeats operation: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, the walking Hanging Basket carries out construction, support and the reinforcing work of FRP structure to next cantilever pouring construction sections, a upper cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, can guarantee concrete strength and modulus of elasticity all greater than design 80% the time stretch-draw 100% prestressing force;
Wherein Hanging Basket walking and construction and reinforcing work fixing, FRP boxboard combining structure 7 sequentially increase following work:
The 7 construction whiles of FRP boxboard combining structure that top board 4 soffits arrange, the work of the FRP boxboard combining structure 7 that increase installation top board gullet plate 5 surperficial outer walls arrange.Top board 4 reinforcement constructions increase the reinforcing work of top board gullet plate 5 simultaneously.
All the other are with the 30 step.
The 32 step: after cantilever construction is finished, utilize Hanging Basket to stride the construction of closure segment in carrying out, stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, stride the indoor support of closure segment case beam case in the dismounting, stride top board 4 upper surfaces of closure segment and the construction of base plate 1 upper surface FRP cloth felt combining structure 8 in finishing.
The 33 step: utilize the cantilever construction Hanging Basket to proceed the cantilever pouring construction of 1 to 2 sections of end bay, return two end bay Hanging Baskets near bridge pier 6 places or dismounting, finish simultaneously top board 4 upper surfaces of this section and the construction of base plate 1 upper surface FRP cloth felt combining structure 8.
The 34 step: utilize pier-side bracket 10 to build the construction of two end bay closure segments, stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, remove the indoor support of end bay closure segment case beam case, finish the construction of top board 4 upper surfaces and base plate 1 upper surface FRP cloth felt combining structure 8.
The 35 step: stride the closure segment Hanging Basket during symmetry is return near bridge pier 6 places or dismounting, remove end bay closure segment pier-side bracket 10, stride the closure segment prestressing force in finishing and move 100% construction to, carry out end bay closure segment prestressing force and move 100% construction to.
The 36 step: paste the FRP cloth felt combining structure 8 that comprises one deck FRP woven roving on the FRP cloth felt combining structure 8 of case back plate 4, the formation bridge deck are that the FRP cloth felt combining structure 8 on the top board 4 comprises two-layer FRP woven roving again.At FRP cloth felt combining structure 8 upper surface upslides brushes cementing agent, the two-layer layer of mating formation of making successively on it before the adhesive cures, the layer of mating formation is each bed thickness 3-4 centimetre, and its aggregate maximum gauge asphalt concrete pavement layer that is 10mm-13mm; Perhaps directly build the C50 concrete pavement layer of one deck 6-8 cm thick after the adhesive cures on it.
In the present embodiment, save template, alleviate the cantilever construction deadweight.Guarantee concrete surface intensity.Section case beam seam faulting of slab ends, concrete spillage and template deformation etc. do not cause the faults in seam such as cracking before and after can not occurring, and have greatly improved described box girder integral quality.
In the present embodiment, utilization is the jack 15 that arranges between the described case beam of front end bearing plate bracket lip longeron 13 and the described case beam bearing plate rack beam 11 away from bridge pier 6 places, adjustment away from bridge pier 6 places be the wide horizontal axis of bed die bridge of front end to place, the wide horizontal axis of design bridge, this job practices can realize that the plane, front-end and back-end of bottom die of box-beam accurately locates.
In the present embodiment, walking Hanging Basket to the second a cantilever pouring construction sections carries out template and reinforcing work crossed construction behind stretch-draw 60% prestressing force, compare each sections with walking Hanging Basket behind traditional technique stretch-draw 100% prestressing force and saved 4 to 5 day engineering time, solved the efficient problem of construction.After must finishing cantilever pouring piece spare 100% prestressed stretch-draw, just can build the concrete of next cantilever pouring construction sections, solve the structure stress safety problem.The staged stretched prestressing techniques satisfies the intensity and toughness needs and structure stress loads the problems such as even.
In the present embodiment, according to finish first first paragraph case back plate 4 upper and lower surfaces, web 2 left surfaces and right surface and base plate 1 upper and lower surface arrange the construction of pasting the FRP combining structure, again finish the construction of the box girder pre-stressed stretch-draw to 100% of second segment, finish the method that the 3rd section order that box beam concrete is built carried out construction operation at last.Guaranteed that the FRP combining structure that stickup is set all plays a role in each cantilever construction process.Improve the antitorque and cracking resistance of structural entity in the cantilever construction process, improved the safety of construction, solved inhomogeneous stressed problem of Cracking in the work progress.
Each during Cantilever Construction of present embodiment stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, walking Hanging Basket to the second a cantilever pouring construction sections carries out template and reinforcing work, first cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, guarantee concrete strength and modulus of elasticity all greater than design load 80% the time stretch-draw 100% prestressing force.Thisly divide two-stage stretch-draw prestressing force technique to solve according to concrete curing temperature and Strength Changes to prevent early stage thermal cracking, template and reinforcing work crossed construction are saved time, and satisfy the problems such as intensity and toughness needs and structure stress be even.This construction technology has solved and has prevented early stage thermal cracking problem, the efficient problem of constructing, structure stress load all even safety problems.
Walking Hanging Basket to the second a cantilever pouring construction sections carries out template and reinforcing work crossed construction behind stretch-draw 60% prestressing force, compare each sections with walking Hanging Basket behind traditional technique stretch-draw 100% prestressing force and saved 4 to 5 day engineering time, solved the efficient problem of construction.
After must finishing cantilever pouring piece spare 100% prestressed stretch-draw, just can build the concrete of next cantilever pouring construction sections, solve the structure stress safety problem.
Minute two-stage stretch-draw prestressing force technique satisfies the intensity and toughness needs and structure stress loads the problems such as even.
Present embodiment according to the construction of finishing first surface and base plate soffit FRP about first paragraph case back plate upper and lower surface, web, again finish the construction of the box girder pre-stressed stretch-draw to 100% of second segment, finish the method that the 3rd section order that box beam concrete is built carried out construction operation at last.Guaranteed that the FRP structure of pasting all plays a role in each cantilever construction process.Improve the antitorque and cracking resistance of structural entity in the cantilever construction process, improved the safety of construction, solved inhomogeneous stressed problem of Cracking in the work progress.
In stride after closure segment finishes, recycling cantilever construction Hanging Basket is proceeded the cantilever pouring construction ballast of 1 to 2 sections of end bay, both can avoid the end bay bearing to come to nothing, can exempt again the cast-in-place support of end bay, simplify construction, saved expense, avoided the high pier risk of end bay.
After having adopted the FRP structure on the concrete slab, 10 centimetres of cast-in-place leveling concrete constructions in the left and right sides and thick 10 centimetres of left and right sides asphalt concrete pavement constructions add up to 20 centimetres and can thickly be thinned to 6-8 centimetre, have realized the bridge floor lightness, can improve load carrying capacity of bridge.
In the present embodiment, section case beam seam faulting of slab ends, concrete spillage and template deformation etc. do not cause the faults in seam such as cracking before and after can not occurring, and have greatly improved described box girder integral quality.
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 the bridge deck FRP structure, globality and reliability have been guaranteed, pasting the FRP structure is equivalent to paste one deck steel plate at 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 the 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.
Each embodiment adopts the mode of going forward one by one to describe in this manual, and what each embodiment stressed is and the difference of other embodiment that identical similar part is mutually referring to getting final product between each embodiment.
To the above-mentioned explanation of the disclosed embodiments, make this area professional and technical personnel can realize or use the present invention.Multiple modification to these embodiment will be apparent concerning those skilled in the art, and General Principle as defined herein can in the situation that does not break away from the spirit or scope of the present invention, realize in other embodiments.Therefore, the present invention 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 (36)

1. a prestress concrete variable cross-section box girder bridge comprises the top board (4), base plate (1) and the web (2) that consist of case beam case chamber, it is characterized in that, also comprises:
Be arranged on the FRP boxboard combining structure (7) on the soffit of the external surface of the soffit of described top board (4), described web (2) and inner surface and base plate (1), described FRP boxboard combining structure (7) comprises FRP plate (701) and FRP box stiffening rib (702), described FRP box stiffening rib (702) is arranged between the two-layer described FRP plate (701), and described FRP box stiffening rib (702) and two-layer described FRP plate (701) are pasted by bonding agent and solidify to form described FRP boxboard combining structure (7).
2. prestress concrete variable cross-section box girder bridge according to claim 1, it is characterized in that, also comprise the FRP cloth felt combining structure (8) on the upper surface of the upper surface that is arranged on described top board (4) and described base plate (1), described FRP cloth felt combining structure (8) comprises the FRP woven roving and sticks on two chopped felts of lip-deep FRP of described FRP woven roving, solidify to form described FRP cloth felt combining structure (8) by the bonding agent stickup between described FRP woven roving and the chopped felt of described FRP.
3. prestress concrete variable cross-section box girder bridge according to claim 2, it is characterized in that, be provided with described FRP boxboard combining structure (7) on base plate gullet plate (3) the side outer wall of described variable cross-section box girder bridge, the upper surface of described base plate gullet plate (3) is pasted with FRP cloth felt combining structure (8); Top board gullet plate (5) outer wall at described variable cross-section box girder bridge is provided with described FRP boxboard combining structure (7); Bridge pier pier top case beam diaphragm (9) outer wall at described variable cross-section box girder bridge is provided with described FRP boxboard combining structure (7).
4. prestress concrete variable cross-section box girder bridge according to claim 3 is characterized in that, described FRP cloth felt combining structure (8) comprises one deck or two-layer described FRP woven roving.
5. prestress concrete variable cross-section box girder bridge according to claim 4 is characterized in that, the described FRP cloth felt combining structure (8) of pasting at the upper surface of described base plate (1) comprises the described FRP woven roving of one deck; The described FRP cloth felt combining structure (8) of pasting at the upper surface of the upper surface of described top board (4) and described base plate gullet plate (3) comprises two-layer described FRP woven roving.
6. prestress concrete variable cross-section box girder bridge according to claim 2 is characterized in that, described FRP boxboard combining structure (7) and described FRP cloth felt combining structure (8) specifically are the GFRP structure.
7. the described prestress concrete variable cross-section box girder bridge of any one is characterized in that according to claim 2-6, and the chopped felt of described FRP sticks on the described FRP woven roving by cementing agent, and described cementing agent is epoxide-resin glue.
8. a Hanging Basket comprises case beam bearing plate support, case web fixed support and case beam case chamber roof plate supporting support, it is characterized in that described Hanging Basket is applied to the described prestress concrete variable cross-section box girder bridge of any one among the above-mentioned 1-7, wherein:
Described FRP boxboard combining structure (7) on described base plate (1) soffit be connected case beam bearing plate support and connect; The described FRP boxboard combining structure (7) that the external surface of described web (2) is connected with inner surface be connected the web fixed support and connect; Described FRP boxboard combining structure (7) on described top board (4) soffit be connected case beam case chamber roof plate supporting support (24) and connect.
9. Hanging Basket according to claim 8, it is characterized in that, described Hanging Basket also comprises main couple system (26) and steel plate suspender belt (27), described case beam bearing plate support, described case web fixed support, described case beam case chamber roof plate supporting support (24) respectively with the bottom of the steel plate suspender belt (27) of the described Hanging Basket formation overall structure that is connected firmly; The main couple system (26) of described steel plate suspender belt (27) top and the described Hanging Basket formation overall structure that is connected firmly; Being provided with between described steel plate suspender belt (27) top and the described main couple system (26) can be at the jack of vertical direction lifting; The described steel plate suspender belt (27) that is connected with the described case beam bearing plate support of close bridge pier (6) one ends, the top of this steel plate suspender belt (27) is anchored on the described case beam base plate (1), and being provided with between described steel plate suspender belt (27) top and the described case beam base plate (1) can be at the jack of vertical direction lifting.
10. Hanging Basket according to claim 8 is characterized in that, described case beam bearing plate support comprises longeron (12) and case beam bearing plate bracket lip longeron (13) in case beam bearing plate rack beam (11), the case beam bearing plate support, wherein:
Longeron (12) and described case beam bearing plate bracket lip longeron (13) all are positioned on the upper surface of described case beam bearing plate rack beam (11) in the described case beam bearing plate support, and longeron (12) and described case beam bearing plate rack beam (11) the bolt knot or the firm welding that are positioned at its below form overall structure in the described case beam bearing plate support;
Longeron (12) and described case beam bearing plate bracket lip longeron (13) outer wall are all pasted the described FRP woven roving of one deck in described case beam bearing plate rack beam (11), the described case beam bearing plate support; Longeron (12) and described case beam bearing plate bracket lip longeron (13) upper surface are all pasted the described FRP plate of one deck in the described case beam bearing plate support.
11. Hanging Basket according to claim 9, it is characterized in that, described case beam bearing plate bracket lip longeron (13) is by being provided with pin between an end of bridge pier (6) and the described case beam bearing plate rack beam (11), forms the syndeton that described case beam bearing plate bracket lip longeron (13) can rotate at described case beam bearing plate rack beam (11) upper surface; Described case beam bearing plate bracket lip longeron (13) is away from being provided with the jack (15) that can stretch in the horizontal direction between an end of bridge pier (6) side and the described case beam bearing plate rack beam (11).
12. Hanging Basket according to claim 8, it is characterized in that, described case beam bearing plate bracket lip longeron (13) is by an end of bridge pier (6), be provided with its bolt knot or firm welding and form whole limited block (14), described limited block (14) is in close proximity to the outer surface away from the described case beam case chamber web (2) at center, case beam case chamber, all be pasted with the described FRP woven roving of one deck on the outer wall of described limited block (14), the outer surface of described limited block (14) and described case beam case chamber web (2) is pasted with the described FRP plate of one deck on the closely connected side.
13. Hanging Basket according to claim 8 is characterized in that, described case web fixed support comprises case beam case chamber web outside fixed support (18) and the inboard fixed support (22) of case beam case chamber web of paired setting, wherein:
The inboard fixed support of described case beam case chamber web outside fixed support (18) and case beam case chamber web (22) all is bearing on the upper support longeron (17), described upper support longeron (17) is anchored on the box beam concrete near the end bolt knot of bridge pier (6), and firm welding forms overall structure between described case beam case chamber web outside fixed support (18) and the described upper support longeron (17);
Be provided with between the inboard fixed support (22) of described case beam case chamber web and the described upper support longeron (17) and can slide case (171) in the supporting conversion that described upper support longeron (17) slides, the inboard fixed support (22) of described case beam case chamber web and sliding case (171) firm welding of described supporting conversion form overall structure.
14. Hanging Basket according to claim 13, it is characterized in that, be close on the plane at described case beam case chamber web outside fixed support (18) place in described web (2) outside and be provided with web outside fixed support stiffening rib (19), and described web outside fixed support stiffening rib (19) and the vertical setting of described case beam case chamber web outside fixed support (18), and firm welding forms overall structure; Be close on the plane at the inboard inboard fixed support (22) of the described beam case chamber web place of described web (2) and be provided with the inboard fixed support stiffening rib (23) of web, and the inboard fixed support stiffening rib of described web (23) is arranged vertically with the inboard fixed support of described case beam case chamber web (22), and firm welding forms overall structure.
15. Hanging Basket according to claim 14, it is characterized in that, all be pasted with the described FRP woven roving of one deck on the outer wall of the inboard fixed support stiffening rib (23) of described web outside fixed support stiffening rib (19), described case beam case chamber web outside fixed support (18), described web and the inboard fixed support of described case beam case chamber web (22), its with the closely connected surface of case beam on all be pasted with the described FRP plate of one deck.
16. Hanging Basket according to claim 9, it is characterized in that, also comprise the bridge floor located lateral longeron (181) that is arranged on the bridge floor position and extends along the spanning direction, one end and described steel plate suspender belt (27) the formation overall structure that is connected firmly, its other end supporting bolt knot is anchored on the box girder bridge face concrete; Described bridge floor located lateral longeron (181) and described case beam case chamber web outside fixed support (18) but between be provided with the flexible jack (15) of along continuous straight runs; And described bridge floor located lateral longeron (181) outer wall is pasted with the described FRP woven roving of one deck.
17. Hanging Basket according to claim 13, it is characterized in that, the same cross section of described case beam case chamber web outside fixed support (18) on described box girder bridge cross direction that is positioned at the different described webs of same described case beam (2) outside arrange in pairs, and be provided with between two described case beam case chamber web outside fixed supports (18) of in pairs setting run through case beam case chamber outside fixed support to pull bar (20); Described outside fixed support is arranged with the outside fixed support positioning supports steel pipe that can run through to pull bar (20) outside, be provided with the FRP pipe between the outer wall of described outside fixed support positioning supports steel pipe and the concrete that runs through, the end portion supports of described FRP pipe is on the surface of described FRP boxboard combining structure (7), and bonding by FRP woven roving and described FRP boxboard combining structure (7).
18. Hanging Basket according to claim 13, it is characterized in that, be provided with the heteropleural fixed support to pull bar (21) between the inboard fixed support of the described case beam case chamber web outside fixed support (18) that same described web (2) is fixed and described case beam case chamber web (22), and described heteropleural fixed support is outside equipped with the web positioning support stay tube that can run through to pull bar (21), described web positioning supports tube end is supported on the surface of described FRP boxboard combining structure (7), and adopts described FRP woven roving and described FRP boxboard combining structure (7) bonding.
19. Hanging Basket according to claim 13 is characterized in that, the indoor laterally relative inboard fixed support (22) of described case beam case chamber web of the case beam case on the same cross section of described case beam but between be provided with the flexible jack (15) of along continuous straight runs.
20. Hanging Basket according to claim 13, it is characterized in that, described case beam case chamber web outside fixed support (18) fits tightly with the outer surface of described case beam bearing plate bracket lip longeron (13) away from center, case beam case chamber, and described case beam case chamber web outside fixed support (18) is close to described web (2) the described FRP boxboard combining structure in the outside (7) surface layout; Described case beam case chamber web outside fixed support (18) is provided with described outside fixed support to pull bar (20) in the top that is positioned at bridge floor and the bottom that is positioned at described case beam bearing plate bracket lip longeron (13) bottom.
21. Hanging Basket according to claim 8, it is characterized in that, described case beam case chamber roof plate supporting support (24) is arranged on the top of upper support longeron (17), and described case beam case chamber roof plate supporting support (24) is anchored on the box beam concrete near the end bolt knot of described bridge pier (6); Be provided with between described case beam case chamber roof plate supporting support (24) and the described upper support longeron (17) and can slide case (171) in the described supporting conversion that described upper support longeron (17) slides, described case beam case chamber roof plate supporting support (24) and described forwarding are changed sliding case (171) firm welding formation overall structure;
Described case beam case chamber roof plate supporting support (24) bottom is provided with roof plate supporting support stiffening rib (25), and described case beam case chamber roof plate supporting support (24) is vertical with described roof plate supporting support stiffening rib (25), and firm welding forms overall structure;
Described case beam case chamber roof plate supporting support (24) and described roof plate supporting support stiffening rib (25) outer wall all are pasted with the described FRP woven roving of one deck, and the surface that described case beam case chamber roof plate supporting support (24) and described case beam fit tightly is pasted with the described FRP plate of one deck.
22. Hanging Basket according to claim 21 is characterized in that, the bottom surface of described roof plate supporting support stiffening rib (25) is positioned at the top of inboard fixed support (22) end face of described case beam case chamber web.
23. Hanging Basket according to claim 9 is characterized in that, upper support longeron (17) and described steel plate suspender belt (27) the formation overall structure that is connected firmly; The outer wall of described upper support longeron (17), main couple system (26) and described steel plate suspender belt (27) all is pasted with the described FRP woven roving of one deck.
24. the described Hanging Basket of any one according to claim 13-23, it is characterized in that, between the FRP boxboard combining structure (7) of top board gullet plate (5) outer wall of described case beam and the described case beam case inboard fixed support of indoor web (22) top board gullet plate lower support cushion block (221) is set, the inboard fixed support of described top board gullet plate lower support cushion block (221) and described case beam case chamber web (22) is connected firmly.
25. the job practices of a prestress concrete variable cross-section box girder bridge is characterized in that, is used for building prestress concrete variable cross-section box girder bridge and the Hanging Basket thereof described in the claims 1-24, this job practices may further comprise the steps:
The first step: described FRP plate (701) is pasted in the side at FRP box stiffening rib (702), become the steel plate of putting more energy into (28) of integral net chip architecture and the stirrup of putting more energy into (29) by described FRP woven roving in the upper paste weld of described FRP plate (701) again, to be formed for being arranged on the FRP boxboard combining structure (7) on described top board (4) soffit, described web (2) external surface and inner surface, described base plate (1) soffit, described base plate gullet plate (3) side outer wall, described top board gullet plate (5) outer wall and bridge pier pier top case beam diaphragm (9) outer wall;
Second step: bridge pier (6) pier jacking frame is installed, at bridge pier (6) pier jacking frame described FRP boxboard combining structure (7) is installed, and finish the seam connection;
The 3rd step: reinforcing bar and prestressed cable pipeline that described base plate (1), described web (2), described top board (4) and described bridge pier (6) pier top case beam diaphragm (9) are installed, and corresponding fixed support is installed, the one-time-concreting concrete is finished the construction of bridge pier (6) pier top section case beam;
The 4th step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, remove the corresponding fixed support of described base plate (1), described web (2), described top board (4) and the described bridge pier pier top case beam diaphragm (9) of bridge pier (6) pier top section case beam, at described base plate (1) upper surface and the stickup of described top board (4) upper surface described FRP cloth felt combining structure (8) is set, stretch-draw 100% prestressing force during 9 to 10 days ages of concrete is removed bridge pier (6) pier jacking frame.
The 5th step: push up section case beam at bridge pier (6) pier longeron (12) and described case beam bearing plate bracket lip longeron (13) in the described main couple system (26) of the Hanging Basket of cantilever pouring construction, described steel plate suspender belt (27), described case beam bearing plate rack beam (11), the described case beam bearing plate support is installed, with longeron (12) bolt knot or firm welding in described case beam bearing plate rack beam (11) and the described case beam bearing plate support, described case beam case chamber web outside fixed support (18) and corresponding described upper support longeron (17) are installed;
The 6th step: adopt the upper jack that arranges of described main couple system (26) adjust described case beam bearing plate support away from an end of bridge pier (6) and near the bed die absolute altitude of the other end of bridge pier (6) to the design elevation place, the outside fixed support that the described case beam case chamber web outside fixed support (18) that locking is located near bridge pier (6) arranges in top bridge floor and bottom described case beam bearing plate bracket lip longeron (13) bottom is to pull bar (20);
The 7th step: utilize the jack (15) that arranges between described case beam bearing plate bracket lip longeron (13) and the described case beam bearing plate rack beam (11), adjustment is located to the wide horizontal axis of design bridge away from the wide horizontal axis of the bed die bridge of bridge pier (6), the connecting bolt that locks between described case beam bearing plate bracket lip longeron (13) and the described case beam bearing plate rack beam (11) forms the temporary consolidation structure, locking away from the described case beam case chamber web outside fixed support (18) of bridge pier (6) at the outside of top and bottom fixed support to pull bar (20);
The 8th step: described bridge floor located lateral longeron (181) is installed, utilize itself and described case beam case chamber web outside fixed support (18) but between the flexible jack (15) of along continuous straight runs that arranges, adjust away from the wide horizontal axis of the bridge floor bridge of bridge pier (6) to place, the wide horizontal axis of design bridge floor bridge;
The 9th step: the described FRP boxboard combining structure (7) that described base plate (1) the soffit setting of first cantilever pouring construction section box girder is installed, the described FRP boxboard combining structure (7) that described web (2) outer surface arranges, utilizing work hanging basket (16) to finish seam connects, the reinforcing bar of the described base plate of colligation (1) and described web (2), corresponding prestressed cable pipeline is installed, outside fixed support positioning supports steel pipe and web positioning support stay tube, and the described FRP boxboard combining structure (7) that described web (2) inner surface arranges is installed, finishing seam connects, the inboard fixed support of described web (2) (22) is installed, the described heteropleural fixed support that arranges between the inboard fixed support of described case beam case chamber web outside fixed support (18) on described web (2) external surface and the inner surface and described case beam case chamber web (22) is installed to pull bar (21), described heteropleural fixed support passes from web positioning support stay tube pull bar (21) and adjusts position and locking;
The tenth step: adopt described FRP woven roving and epoxide-resin glue that the described FRP boxboard combining structure (7) of described web positioning support stay tube and described web (2) external surface and inner surface setting is bonding firmly;
The 11 step: the jack (15) that top and bottom arrange between the inboard fixed support of described case beam case chamber web (22) is installed, adjust the tight and locking of position horizontal-top, and with an end of the close bridge pier (6) of described case beam case chamber web outside fixed support (18) and the inboard fixed support of described case beam case chamber web (22) respectively bolt tie and be anchored on the box beam concrete;
The 12 step: install bin beam case chamber roof plate supporting support (24), the FRP boxboard combining structure (7) that described top board (4) soffit arranges is installed, finish seam and connect, the reinforcing bar of the described top board of colligation (4) is installed corresponding pipeline and outside fixed support positioning supports steel pipe;
The 13 step: laterally the described outside fixed support of setting is to pull bar (20) between a plurality of described case beam case chamber web outside fixed supports (18) to lock all bridge floor case beam case outsides, and outside fixed support passes from described outside fixed support positioning supports steel pipe pull bar (20) and adjusts position and locking;
The 14 step: accurate adjustment bottom die of box-beam absolute altitude, bed die bridge axis and bridge floor axis are finished the concrete pouring construction of first cantilever pouring piece spare to design attitude at described Hanging Basket;
The 15 step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete of first cantilever pouring piece spare, remove described heteropleural fixed support to pull bar (21), remove and run through the described outside fixed support of described web (2) to pull bar (20);
The 16 step: connect the described upper support longeron (17) that is positioned at described case back plate supporting bracket (24) and inboard fixed support (22) front end of described case web by the interim suspension rod that is arranged in the described main couple system (26), remove described case back plate supporting bracket (24) and be connected the upper support longeron (17) of inboard fixed support (22) front end of case web and be connected 27 with the steel plate suspender belt) connection, the sliding case of upper support conversion of front end is connected with front end that described steel plate suspender belt (27) connects and with described main couple system (26) to the direction slip away from bridge pier (6);
The 17 step: interim suspension rod connection is set between the described case beam bearing plate rack beam (11) of case beam case outside, described Hanging Basket rear end and described main couple system (26), remove described case beam bearing plate rack beam (11) is connected the described steel plate suspender belt (27) of described case beam base plate with the upper end connection, described case beam bearing plate support slides to the direction away from bridge pier (6) with described main couple system (26);
The 18 step: the sliding case of the upper support of upper support longeron (17) rear end of described case beam case chamber web outside fixed support (18) conversion is connected the upper interim suspension rod that arranges of described top board (4) and is connected with bridge floor, the described upper support longeron (17) of removing described case beam case chamber web outside fixed support (18) rear end be connected the connection of steel plate suspender belt (27), described upper support longeron (17) rear end is bearing on the sliding case of upper support conversion, with described case beam case chamber web outside fixed support (18) to being that direction is slided away from bridge pier (6);
The 19 step: walk described case beam bearing plate support, described bridge floor located lateral longeron (181) and the support bracket fastened described case beam case chamber web outside fixed support of case web (18) behind second cantilever pouring construction sections, finish it and be connected the connection of steel plate suspender belt (27) and described case beam, adjust described bottom die of box-beam absolute altitude to the design elevation place, the described outside fixed support of the close bridge pier (6) of locking is to pull bar (20);
The 20 step: adjust away from the wide horizontal axis of the bed die bridge of bridge pier (6) to place, the wide horizontal axis of design bridge, locking away from the described outside fixed support of bridge pier (6) to pull bar (20);
The 21 step: the described FRP boxboard combining structure (7) of described base plate (1) the soffit setting of second cantilever pouring construction section box girder, the described FRP boxboard combining structure (7) that described web (2) outer surface arranges are installed, utilizing work hanging basket (16) to finish seam connects, the reinforcing bar of the described base plate of colligation (1) and described web (2), corresponding prestressed cable pipeline, outside fixed support positioning supports steel pipe and web positioning support stay tube are installed, the described FRP boxboard combining structure (7) that described web (2) inner surface arranges is installed;
The 22 step: unclamp the jack (15) that top and bottom arrange between the inboard fixed support of case beam case chamber web (22), adopt the upper jack that arranges of described main couple system (26) of cantilever pouring construction to reduce described upper support longeron (17) absolute altitude, walk the described case beam case chamber inboard fixed support of web (22) to second cantilever pouring construction sections at described upper support longeron (17);
The 23 step: the sliding case of described upper support conversion at the inboard fixed support (22) of the indoor web of described case beam case rear is connected the upper interim suspension rod that arranges of described top board (4) connects with bridge floor, the described upper support longeron (17) of walking is to the design anchorage point, finish being connected of described upper support longeron (17) front-end and back-end and described steel plate suspender belt (27), adjust the inboard fixed support of described case beam case chamber web (22) in place after, described heteropleural fixed support is installed to pull bar (21) and locking;
The 24 step: the position of installing and adjust the jack (15) that top and bottom arrange between the inboard fixed support of the indoor web of described case beam case (22), it is held out against and lock, lock described outside fixed support between a plurality of described case beam case chamber web outside fixed supports (18) to pull bar (20), case beam case chamber web outside fixed support (18) and the inboard fixed support (22) of the indoor web of described case beam case rear end bolt knot are anchored on the concrete;
The 25 step: walk case beam case chamber roof plate supporting support (24) to second cantilever pouring construction sections at described upper support longeron (17), the sliding case of the upper support at described case beam case chamber roof plate supporting support (24) rear conversion is connected the upper interim suspension rod that arranges of top board (4) to be connected with bridge floor, the described upper support longeron (17) of walking is to the design anchorage point, finish being connected of described upper support longeron (17) front-end and back-end and described steel plate suspender belt (27), case beam case chamber roof plate supporting support (24) is in place and bolt knot in its rear end is anchored on the concrete;
The 26 step: utilize described bridge floor located lateral longeron (181) and described case beam case chamber web outside fixed support (18) but between the jack (15) that stretches of the along continuous straight runs that arranges, adjustment is located to the wide horizontal axis of design bridge away from the wide horizontal axis of the bridge floor bridge of bridge pier (6), the described FRP boxboard combining structure (7) that described top board (4) soffit arranges is installed, finishing seam connects, the reinforcing bar of the described top board of colligation (4), corresponding pipeline and outside fixed support positioning supports steel pipe are installed, and the described outside fixed support that arranges between the described case beam case chamber web outside fixed support (18) of locking bridge floor is to pull bar (20);
The 27 step: accurate adjustment bottom die of box-beam absolute altitude, bed die bridge axis and bridge floor axis are to design attitude, first cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, and guarantee concrete strength and modulus of elasticity all greater than design load 80% the time stretch-draw 100% prestressing force, after finishing first cantilever pouring piece spare 100% prestressed stretch-draw, build the concrete of second cantilever pouring construction sections;
The 28 step: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete of second cantilever pouring construction sections, three cantilever pouring constructions of walking Hanging Basket to the sections is finished concrete roof (4) upper surface of first cantilever pouring piece spare and the construction of base plate (1) upper surface FRP cloth felt combining structure (8);
The 29 step: after finishing the construction of concrete roof (4) upper surface of first cantilever pouring piece spare and base plate (1) upper surface FRP cloth felt combining structure (8), carry out construction and the reinforcing work of the FRP boxboard combining structure (7) of the 3rd cantilever pouring construction sections, second cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, can guarantee concrete strength and modulus of elasticity all greater than design load 80% the time stretch-draw 100% prestressing force; After finishing second cantilever pouring piece spare 100% prestressed stretch-draw, build again the concrete of the 3rd cantilever pouring construction sections; Concreting, prestressing force move 100% to, finish FRP cloth felt combining structure (8) construction each differ from a construction sections; According to the construction of finishing first first paragraph top board (4) upper surface and base plate (1) upper surface FRP cloth felt combining structure (8), finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation;
The 30 step: cantilever construction is when having base plate gullet plate (3), the construction of FRP cloth felt combining structure (8) is divided into the sticking construction of top board (4) upper surface, base plate (1) upper surface and base plate gullet plate (3) upper surface, according to the construction of the FRP cloth felt combining structure (8) of finishing first first paragraph top board (4) upper surface, base plate (1) upper surface and base plate gullet plate (3) upper surface, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation;
The 31 step: cantilever construction is when having base plate gullet plate (3) and top board gullet plate (5), the construction of FRP cloth felt combining structure (8) is divided into the sticking construction of top board (4) upper surface, base plate (1) upper surface and base plate gullet plate (3) upper surface, according to the construction of the FRP cloth felt combining structure (8) of finishing first first paragraph top board (4) upper surface, base plate (1) upper surface and base plate gullet plate (3) upper surface, finish the second segment prestressing force again and move 100% construction to, finish the order that the 3rd section concrete builds at last and carry out the repetition operation;
The 32 step: after cantilever construction is finished, utilize Hanging Basket to stride the construction of closure segment in carrying out, stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, stride the indoor support of closure segment case beam case in the dismounting, stride top board (4) upper surface of closure segment and the construction of base plate (1) upper surface FRP cloth felt combining structure (8) in finishing;
The 33 step: utilize the cantilever construction Hanging Basket to proceed the cantilever pouring construction of 1 to 2 sections of end bay, return two end bay Hanging Baskets to locating near bridge pier (6) or removing, finish simultaneously top board (4) upper surface of this section and the construction of base plate (1) upper surface FRP cloth felt combining structure (8);
The 34 step: utilize pier-side bracket (10) to build the construction of two end bay closure segments, stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, remove the indoor support of end bay closure segment case beam case, finish the construction of top board (4) upper surface and base plate (1) upper surface FRP cloth felt combining structure (8);
The 35 step: stride the closure segment Hanging Basket during symmetry is return to locating near bridge pier (6) or removing, remove end bay closure segment pier-side bracket (10), finish and stride after the closure segment prestressing force moves 100% construction to, carry out end bay closure segment prestressing force and move 100% construction to;
The 36 step: on the FRP cloth felt combining structure (8) of described top board (4), paste again the described FRP cloth felt combining structure (8) that comprises the described FRP woven roving of one deck, formation comprises the described FRP cloth felt combining structure (8) of two-layer described FRP woven roving, at described FRP cloth felt combining structure (8) upper surface upslide brush cementing agent, the layer of mating formation is set thereon before the described adhesive cures.
26. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 29 step, Hanging Basket walking and support is fixed, the repetition operation is carried out in the work of the construction of FRP boxboard combining structure (7) and reinforcing bar in the following order:
1) the described case beam bearing plate support of walking, described bridge floor located lateral longeron (181) and described case beam case chamber web outside fixed support (18) are to next cantilever pouring construction sections, carry out the adjustment of the wide horizontal axis of bed die absolute altitude and bed die bridge, install described base plate (1) soffit be connected web (2) external surface described FRP boxboard combining structure (7) and finish seam and connect, the reinforcing bar of the described base plate of colligation (1) and described web (2) is installed corresponding prestressed cable pipeline, outside fixed support positioning supports steel pipe and web positioning support stay tube;
2) the described FRP boxboard combining structure (7) of install bin beam case chamber web (2) inner surface setting, in place to next cantilever pouring construction sections at described upper support longeron (17) the walking described case beam case chamber inboard fixed support of web (22), described heteropleural fixed support is installed to pull bar (21), adjust the position of the jack (15) that top and bottom arrange between the inboard fixed support of the indoor web of described case beam case (22), and make its locking, with an end of close the bridge pier (6) of described case beam case chamber web outside fixed support (18) and the inboard fixed support of case beam case chamber web (22) respectively bolt tie and be anchored on the box beam concrete;
3) arrive next cantilever pouring construction sections at described upper support longeron (17) walking case beam case chamber roof plate supporting support (24), the described FRP boxboard combining structure (7) that described top board (4) soffit arranges is installed, finishing seam connects, the reinforcing bar of the described top board of colligation (4), corresponding pipeline and outside fixed support positioning supports steel pipe are installed, lock described outside fixed support to pull bar (20), case beam case chamber roof plate supporting support (24) is in place and its rear end bolt knot is anchored on the concrete, carry out the bed die absolute altitude, the accurate adjustment of the wide horizontal axis of the wide horizontal axis of bed die bridge and bridge floor bridge.
27. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 29 step, need to repeat following operation before the walking of beginning Hanging Basket: remove described heteropleural fixed support to pull bar (21), remove and run through the described outside fixed support of described web (2) to pull bar (20).
28. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 29 step, need to repeat following operation before the inboard fixed support of described case beam case chamber web (22) walking: unclamp the jack (15) that top and bottom arrange between the inboard fixed support of described case beam case chamber web (22), reduce the absolute altitude of the described upper support longeron (17) of the described case beam of the case indoor supporting of the beam case case chamber inboard fixed support of web (22).
29. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 29 step, need to repeat following operation before described case beam case chamber roof plate supporting support (24) walking: the absolute altitude that reduces the described upper support longeron (17) of the case indoor supporting of beam case described case beam case chamber roof plate supporting support (24).
30. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 29 step, need to repeat following operation before the inboard fixed support (22) of described case beam case chamber web and case beam case chamber roof plate supporting support (24) upper support longeron (17) supporting conversion and the walking:
The inboard fixed support of described case beam case chamber web (22) and the sliding case of upper support conversion at case beam case chamber roof plate supporting support (24) rear of being connected are connected the upper interim suspension rod connection that arranges of top board (4) with bridge floor, walking upper support longeron (17) is finished being connected of described upper support longeron (17) front-end and back-end and described steel plate suspender belt (27) to the design anchorage point.
31. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 30 step, the program that repeats operation comprises: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, the walking Hanging Basket carries out construction, support and the reinforcing work of FRP cloth felt combining structure (8) to next cantilever pouring construction sections, a upper cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, with guarantee concrete strength and modulus of elasticity all greater than design 80% the time stretch-draw 100% prestressing force.
32. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25 is characterized in that, in the 30 step, Hanging Basket walking and construction and reinforcing work order fixing, FRP boxboard combining structure (7) increase following work:
When the inboard FRP boxboard combining structure (7) of described web (2) is constructed, increase the work of the described FRP boxboard combining structure (7) of mounting base gullet plate (3) side outer wall setting, case beam case chamber base plate (1) reinforcement construction simultaneously, increase the reinforcing work of base plate gullet plate (3), and jack (15) is installed between the indoor described base plate gullet plates of two of being located in the same horizontal plane of case beam case (3), and making jack (15) hold out against locking, all the other operations are with the 29 step.
33. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 31 step, the program that repeats operation comprises: stretch-draw 60% prestressing force during 5 to 6 days ages of concrete, the walking Hanging Basket carries out construction, support and the reinforcing work of FRP cloth felt combining structure (8) to next cantilever pouring construction sections, a upper cantilever pouring piece spare is not less than 9 to 10 days the age of concrete, with guarantee concrete strength and modulus of elasticity all greater than design 80% the time stretch-draw 100% prestressing force.
34. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25 is characterized in that, in the 31 step, Hanging Basket walking and construction and reinforcing work order fixing, FRP boxboard combining structure (7) increase following work:
Described FRP boxboard combining structure (7) construction that described top board (4) soffit arranges simultaneously, increase the work of the FRP boxboard combining structure (7) that the surperficial outer wall setting of top board gullet plate (5) is installed, described top board (4) reinforcement construction simultaneously, increase the reinforcing work of top board gullet plate (5), all the other operations are with the 30 step.
35. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that in the 36 step, the described layer of mating formation is the asphalt concrete pavement layer of 10mm-13mm for the aggregate diameter, and the described layer of mating formation is set to two-layer, and every layer thickness is 3-4 centimetre.
36. the job practices of prestress concrete variable cross-section box girder bridge according to claim 25, it is characterized in that, in the 36 went on foot, the described layer of mating formation was 6-8 centimetre C50 concrete pavement layer for the thickness of directly building thereon after the described adhesive cures.
CN201310319552.4A 2013-07-26 2013-07-26 A kind of prestress concrete variable cross-section box girder bridge, Hanging Basket and construction method thereof Expired - Fee Related CN103352417B (en)

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CN104131514B (en) * 2014-08-15 2016-06-22 山东省路桥集团有限公司 A kind of plate girder bracket and construction method
CN105040594A (en) * 2015-07-19 2015-11-11 南宁市政工程集团有限公司 Variable cross-section box girder bridge closure segment construction method
CN105821752A (en) * 2016-04-05 2016-08-03 沈阳建筑大学 Wide box girder bridge girder roof structure and construction method thereof
CN105821752B (en) * 2016-04-05 2017-05-10 沈阳建筑大学 Wide box girder bridge girder roof structure and construction method thereof
CN107905123A (en) * 2017-10-26 2018-04-13 中铁第四勘察设计院集团有限公司 A kind of multi-joint continuous rigid frame end bay temporary T structure cantilever construction transforming methods of structural system
CN107905123B (en) * 2017-10-26 2019-03-26 中铁第四勘察设计院集团有限公司 A kind of multi-joint continuous rigid frame end bay temporary T structure cantilever construction transforming methods of structural system
CN111581735A (en) * 2020-06-03 2020-08-25 哈尔滨工业大学 Single-box multi-chamber wide box girder unbalance loading increase coefficient rapid estimation method
CN111581735B (en) * 2020-06-03 2021-03-12 哈尔滨工业大学 Single-box multi-chamber wide box girder unbalance loading increase coefficient rapid estimation method

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