CN103924507A - Curved skew bridge seat stress adjusting method - Google Patents
Curved skew bridge seat stress adjusting method Download PDFInfo
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- CN103924507A CN103924507A CN201410132295.8A CN201410132295A CN103924507A CN 103924507 A CN103924507 A CN 103924507A CN 201410132295 A CN201410132295 A CN 201410132295A CN 103924507 A CN103924507 A CN 103924507A
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Abstract
The invention relates to a curved skew bridge seat stress adjusting method. The curved skew bridge seat stress adjusting method includes adopting continuous beams and a plurality of pier studs, and further setting a plurality of supports, jacks, steel backing plates and temporary bracings; arranging the supports on the top surfaces of the pier studs, disposing the continuous beams on the supports, setting the jacks beside the supports, and arranging the temporary bracings below the continuous beams; upwardly supporting the continuous beams by the height-adjustable supports or the jacks and the temporary bracings on one side to be stressed by forced displacement, arranging the steel backing plates with certain thickness between the continuous beams and the supports and placing the continuous beams on the steel backing plates; supporting the continuous beams again after casting a bridge deck slab and tensioning a steel cable to form a structural system, dismantling the steel backing plates and restoring the height of the adjustable supports, and placing the continuous beams back to the supports. The curved skew bridge seat stress adjusting method is a method of adjusting structural elevation of the implementation phase and improving uneven stress of a curved skew bridge seat and the problems that counter forces between the inner side and the outer side of a curved skew bridge are high in difference, negative counter force is easy to generate on the support on the curved inner side and the like are solved.
Description
Technical field
The invention belongs to the end reaction method of adjustment of the curved bridge of counter-force adjustment technology, particularly cast-in-situ concrete, steel bridge and the steel of curving bridge in bridge construction-mixed compound beam curving bridge.
Background technology
While carrying out bridge design, construction, curved bridge seat counter-force has non-uniform phenomenon, and the existing measure conventionally adopting has: carry out the pre-bias of pier stud, counterweight, pulling force bearing etc.It is the common ill phenomenon of bridge construction that curving bridge seat discontinuity, bearing come to nothing, and the major accident that curved bridge single pillar structure overload is toppled even occurs.Solely post is pre-eccentric little limited to improving bridge force-bearing, and pre-bias has impact to Bridge Landscape greatly; Counterweight be subject to case chamber inner space to limit its effect also limited, and increase engineering cost, and these two kinds of methods that method is all passive adjusting counter-force.The method that the implementation phase of adjustment, absolute altitude improves homonymy bridge pier bearing pad unbalance stress has no report.
Summary of the invention
The object of this invention is to provide a kind of curving bridge seat force bearing adjustment method, it is structural elevation adjust implementation phase, improves the method for adjustment of curving bridge seat unbalance stress, and it belongs to a kind of method of active adjustment; By initiatively applying and force displacement at construction stage adjustment absolute altitude, outside end reaction in bridge is tended to evenly; At bearing, one-sided or bilateral applies the pre-displacement of forcing of directionality, replys susceptor design absolute altitude after System forming;
By finite element program, set up after modeling, according to the required displacement of the Stiffness Predictions such as main beam structure, material, calculating is examined end reaction effect, determine one-sided at bearing or bilateral need to apply forces displacement, after System forming, recover original structure absolute altitude, it is adjusted after counter-force, stressed more reasonable, thereby the inside and outside lateral reaction of solution curved beam bridges differs greatly, and the problems such as negative reaction easily appear in the inner side of curve bearing.
The object of the invention is to be achieved by the following technical programs:
A curving bridge seat force bearing adjustment method, it comprises: continuous beam, some pier studs, it also comprises some bearings, jack, billet, temporary supporting; Pier stud end face arranges bearing, and continuous beam is placed on bearing, and bearing side arranges jack, is also provided with temporary supporting below continuous beam; At needs, apply a side of forcing displacement, when structure is installed or is built, adopt adjustment height bearing or jack and temporary supporting upwards to support continuous beam, then between continuous beam and bearing, place certain thickness billet, continuous beam is placed on billet, has applied and has forced displacement; After having built bridge deck stretch-draw steel bundle operation formation structural system, adopt again adjustment height bearing or jack and temporary supporting to support continuous beam, and then remove billet or recover adjustable seats height, continuous beam is put back on bearing, completes from applying the process of forcing displacement that discharges that is displaced to of forcing.
Described bearing comprise laminated rubber bearing and or Anti-seismic pot rubber bearing; Described jack is with device for measuring force, described bearing is with reading counterforce device, utilization is with the jack and the bearing that can read counter-force of device for measuring force, or the mode of employing displacement meter collocation jack, monitors at any time and regulate the variation of inside and outside lateral reaction in work progress.
Described continuous beam L is prestress steel-mixed build-up curve beam, by first paragraph steel case beam, second segment steel case beam, the 3rd section of steel case beam, the 4th section of steel case beam, the 5th section of steel case beam, is in turn connected to form continuous beam; Temporary supporting comprises: first temporary supporting, second temporary supporting, the 3rd temporary supporting, the 4th temporary supporting; Pier stud comprises: 7# pier stud, 8# pier stud, 9# pier stud, 10# pier stud; Middle pier stud is 8# pier stud, 9# pier stud, and abutment pier post is 7# pier stud, 10# pier stud, and 10# pier stud is positioned at curved side; Multistage steel case beam is sequentially made section line of demarcation at girder steel separately and is joined;
According to following step order, construct:
(1) first complete 7# pier stud, 8# pier stud, 9# pier stud, 10# pier stud; Between 7# pier stud and 8# pier stud, set up first temporary supporting, between 8# pier stud and 9# pier stud, set up second temporary supporting and the 3rd temporary supporting; On 8# pier stud, 9# pier stud end face, laminated rubber bearing and Anti-seismic pot rubber bearing are set;
(2) lift first paragraph steel case beam, second segment steel case beam, the 3rd section of steel case beam, first paragraph steel case beam and second segment steel case beam are fastened and are connect above temporary supporting at first, and second segment steel case beam and the 3rd section of steel case beam are fastened and connect above temporary supporting at second; 8# pier stud and second segment steel case beam consolidation but first do not build concrete;
(3) set up the 4th temporary supporting under the 4th section of steel case beam, utilize the outstanding of the 3rd section of steel case beam, for the part outside the 3rd temporary supporting and the 4th temporary supporting, the 4th section of steel case beam is installed;
(4) completing the 3rd section of steel case beam and fastening of the 4th section of steel case beam connects;
(5) that utilizes the 4th section of steel case beam outstandingly goes out part and the 5th section of steel case beam of 10# pier stud installation; At the other jack of placing of interior outside bearing, steel case back is risen, on the bearing of inner side, place certain thickness billet, then withdraw from jack; On 10# pier stud the inner side of curve bearing below the 5th section of steel case beam, place certain thickness billet, the elevation of bearing own is pressed drawing and is controlled; With the jack with force measuring function, survey the in place and billet of jacking when stressed in jack counter-force 10# pier stud outside end reaction all to monitor, and control before and after jacking 10# pier outside and interior lateral reaction in the scope of setting;
(6) complete the 4th section of steel case beam and fastening of the 5th section of steel case beam and connect, tracking measurement jack counter-force, and control 10# pier outside and interior lateral reaction in the scope of setting;
(7) remove the 4th temporary supporting; 9# pier stud is fixed;
(8) build the concrete of steel case beam, carry out forming total cross-section after health, tracking measurement jack counter-force, and control 10# pier outside and interior lateral reaction in the scope of setting;
(9) each steel case beam while symmetry replaces stretch-draw top board steel bundle, the long bundle of pretensioning, the short bundle of post tensioning, duct grouting; Tracking measurement jack counter-force, and control 10# pier outside and interior lateral reaction in the scope of setting;
(10) remove 8# pier stud, the 9# pier stud whole temporary supporting ZC in being in, tracking measurement jack counter-force, and control 10# pier outside and interior lateral reaction in the scope of setting; Remove after temporary supporting, reuse jack jacking steel case beam, billet is withdrawn from, then withdraw from jack.
The thickness of slab of described billet is 2～50mm.
The present invention has following advantage and good effect:
Following table is 10# pier counter-force table, and end reaction unit is kN
From counter-force result relatively, under dead load, when bias not being set and forcing displacement, the inner side of curve support reaction is large compared with outside, and interior outside support reaction difference is larger, eccentric rear counter-force difference is set and decreases, but interior lateral reaction is greater than outside, apply force displacement after counter-force difference further reduce, and lateral branch counter-force be slightly larger than inner side; Under least favorable Load Combination, apply the support reaction that forces displacement and arrange after bias and still can guarantee that medial branch counter-force is slightly less than outside, and do not establish bias and force the further increasing of interior outside support reaction difference and the outer lateral reaction of displacement further to reduce, if there is no pier top concrete weight coating, probably occur negative reaction.
There is moment of flexure moment of torsion result more known, bias is set and forces displacement not obvious to Moment Influence, but can obviously reduce Torsion of main beam, overcome the trend of toppling in girder.
Accompanying drawing explanation
Fig. 1 is bridge computation model schematic diagram;
Fig. 2 is main beam section figure;
Fig. 3 is 10# pier stud bent cap plan view;
Fig. 4 is the elevation of Fig. 3;
Fig. 5 is the ramp bridge facade arrangement diagram of embodiment mono-;
Fig. 6 is the ramp bridge layout plan of embodiment mono-.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is further illustrated.
In figure, drawing reference numeral is as follows: continuous beam L, some pier stud DZ, bearing 1, jack 2, billet 3, temporary supporting ZC; Laminated rubber bearing 101, Anti-seismic pot rubber bearing 102; First paragraph steel case beam L1, second segment steel case beam L2, the 3rd section of steel case beam L3, the 4th section of steel case beam L4, the 5th section of steel case beam L5; First temporary supporting ZC1, second temporary supporting ZC2, the 3rd temporary supporting ZC3, the 4th temporary supporting ZC4; 7# pier stud DZ7,8# pier stud DZ8,9# pier stud DZ9,10# pier stud DZ10; Girder steel is made section line of demarcation 4.
The axle wire size of each pier stud DZ is for 7., 8., 9., 10..
In Fig. 3, C is to representing that center of circle direction, B are to representing that large pile No. direction, A are to representing little pile No. direction.
A curving bridge seat force bearing adjustment method, it comprises: continuous beam L, some pier stud DZ, it also comprises some bearings 1, jack 2, billet 3, temporary supporting ZC; Pier stud DZ end face arranges bearing 1, and continuous beam L is placed on bearing 1, and bearing 1 side arranges jack 2, is also provided with temporary supporting ZC below continuous beam L; At needs, apply a side of forcing displacement, when structure is installed or is built, adopt adjustment height bearing 1 or jack 2 and temporary supporting ZC upwards to support continuous beam L, then between continuous beam L and bearing 1, place certain thickness billet 3, continuous beam L is placed on billet 3, has applied and has forced displacement; After having built bridge deck stretch-draw steel bundle operation formation structural system, adopt again adjustment height bearing 1 or jack 2 and temporary supporting ZC to support continuous beam L, and then remove billet 3 or recover adjustable seats height, continuous beam L is put back on bearing 1, completes from applying the process of forcing displacement that discharges that is displaced to of forcing.
Described bearing 1 comprise laminated rubber bearing 101 and or Anti-seismic pot rubber bearing 102; Described jack 2 is with device for measuring force, described bearing 1 is with reading counterforce device, utilization is with the jack 2 and the bearing 1 that can read counter-force of device for measuring force, or adopt the mode of displacement meter collocation jack 2, in work progress, monitor at any time and regulate the variation of inside and outside lateral reaction, reach consistent with the trend of finite element program simulation.
Described continuous beam L is prestress steel-mixed build-up curve beam, by first paragraph steel case beam L1, second segment steel case beam L2, the 3rd section of steel case beam L3, the 4th section of steel case beam L4, the 5th section of steel case beam L5, is in turn connected to form continuous beam L; Temporary supporting ZC comprises: first temporary supporting ZC1, second temporary supporting ZC2, the 3rd temporary supporting ZC3, the 4th temporary supporting ZC4; Pier stud DZ comprises: 7# pier stud DZ7,8# pier stud DZ8,9# pier stud DZ9,10# pier stud DZ10; Middle pier stud is 8# pier stud DZ8,9# pier stud DZ9, and abutment pier post is 7# pier stud DZ7,10# pier stud DZ10, and 10# pier stud DZ10 is positioned at curved side; Multistage steel case beam is sequentially made section line of demarcation 4 at girder steel separately and is joined;
According to following step order, construct:
(1) first complete 7# pier stud DZ7,8# pier stud DZ8,9# pier stud DZ9,10# pier stud DZ10; Between 7# pier stud DZ7 and 8# pier stud DZ8, set up first temporary supporting ZC1, between 8# pier stud DZ8 and 9# pier stud DZ9, set up second temporary supporting ZC2 and the 3rd temporary supporting ZC3; On 8# pier stud DZ8,9# pier stud DZ9 end face, laminated rubber bearing 101 and Anti-seismic pot rubber bearing 102 are set;
(2) lift first paragraph steel case beam L1, second segment steel case beam L2, the 3rd section of steel case beam L3, first paragraph steel case beam L1 and second segment steel case beam L2 fasten and connect on first temporary supporting ZC1, and second segment steel case beam L2 and the 3rd section of steel case beam L3 fasten and connect on second temporary supporting ZC2; 8# pier stud DZ8 and second segment steel case beam L2 are fixed but elder generation does not build concrete;
(3) set up the 4th temporary supporting ZC4 under the 4th section of steel case beam L4, utilize the outstanding of the 3rd section of steel case beam L3, for the part outside the 3rd temporary supporting ZC3 and the 4th temporary supporting ZC4, the 4th section of steel case beam L4 is installed;
(4) complete the 3rd section of steel case beam L3 and fastening of the 4th section of steel case beam L4 connects;
(5) that utilizes the 4th section of steel case beam L4 outstandingly goes out part and the 5th section of steel case beam L5 of 10# pier stud DZ10 installation; At the other jack 2 of placing of interior outside bearing 1, steel case back is risen, on the bearing of inner side, place certain thickness billet, then withdraw from jack; On 10# pier stud DZ10 the inner side of curve bearing 1 below the 5th section of steel case beam L5, place certain thickness billet 3, the elevation of bearing 1 own is pressed drawing and is controlled; With the jack 2 with force measuring function, survey the in place and billet 3 of jacking when stressed in jack 2 counter-force 10# pier stud DZ10 outside end reaction all to monitor, and control counter-force in the scope of setting; 206KN outside 10# pier DZ10 before jacking, inner side 83KN, 77KN outside 10# pier DZ10 after jacking, inner side 227KN;
(6) complete the 4th section of steel case beam L4 and fastening of the 5th section of steel case beam L5 connects, tracking measurement jack is anti-, and controls counter-force in the scope of setting; 75KN outside 10# pier DZ10, inner side 227KN;
(7) remove the 4th temporary supporting ZC4; DZ9 is fixed for 9# pier stud;
(8) build the concrete of steel case beam, carry out forming total cross-section after health, tracking measurement jack counter-force, and control counter-force in the scope of setting; 1039KN outside 10# pier DZ10, inner side 893KN;
(9) each steel case beam while symmetry replaces stretch-draw top board steel bundle, the long bundle of pretensioning, the short bundle of post tensioning, duct grouting; Tracking measurement jack counter-force, and control counter-force in the scope of setting; 592KN outside 10# pier DZ10, inner side 973KN;
(10) remove 8# pier stud DZ8,9# pier stud DZ9 and be in interior whole temporary supporting ZC, tracking measurement jack counter-force, and control counter-force in the scope of setting; 592KN outside 10# pier DZ10, inner side 1141KN; Remove after temporary supporting ZC, reuse jack 2 jacking steel case beams, billet 3 is withdrawn from, 894KN outside 10# pier DZ10, inner side 843KN; Then withdraw from jack 2, produce a desired effect.
The thickness of slab of described billet 3 is 5mm.
In the design of certain hinge ramp bridge, adopted the present invention, in the lifting stage, to bearing inside curve pier, applied the mode that 5mm forces displacement, thereby adjusted inside or outside of curve side end reaction difference, overcome girder inwardly the trend of toppling obtained good effect.
This hinge ramp bridge is special-purpose reversing loop, and overall length of bridge is 399.26m, and bridge beam overall is 8.5～9.5m, and the bridge gross area is 3583m
2.The compound beam present position of this example research is ramp bridge 7# pier stud～10# pier stud, across footpath, is combined as 28+41.5+28=97.5m, the wide layout of bridge 0.75m ground cloth-wrapper railing+7.0m roadway+0.75m ground cloth-wrapper railing=8.5m, deck-molding 2.0m, bridge radius of horizontal curve R=40m.
Claims (4)
1. a curving bridge seat force bearing adjustment method, it comprises: continuous beam (L), some pier studs (DZ), is characterized in that: it also comprises some bearings (1), jack (2), billet (3), temporary supporting (ZC); Pier stud (DZ) end face arranges bearing (1), and it is upper that continuous beam (L) is placed on bearing (1), and bearing (1) side arranges jack (2), and continuous beam (L) is also provided with temporary supporting (ZC) below;
At needs, apply a side of forcing displacement, when structure is installed or is built, adopt adjustment height bearing (1) or jack (2) and temporary supporting (ZC) upwards to support continuous beam (L), then between continuous beam (L) and bearing (1), place certain thickness billet (3), it is upper that continuous beam (L) is placed on billet (3), applied and forced displacement;
After having built bridge deck stretch-draw steel bundle operation formation structural system, adopt again adjustment height bearing (1) or jack (2) and temporary supporting (ZC) to support continuous beam (L), and then remove billet (3) or recover adjustable seats height, it is upper that continuous beam (L) is put back into bearing (1), completes from applying the process of forcing displacement that discharges that is displaced to of forcing.
2. according to the curving bridge seat force bearing adjustment method described in claims 1, it is characterized in that: described bearing (1) comprise laminated rubber bearing (101) and or Anti-seismic pot rubber bearing (102); Described jack (2) is with device for measuring force, described bearing (1) is with reading counterforce device, utilization is with the jack (2) of device for measuring force and can read the bearing (1) of counter-force, or adopt the mode of displacement meter collocation jack (2), in work progress, monitor at any time and regulate the variation of inside and outside lateral reaction.
3. according to the curving bridge seat force bearing adjustment method described in claims 1 or 2, it is characterized in that: described continuous beam (L), for prestress steel-mixed build-up curve beam, is in turn connected to form continuous beam (L) by first paragraph steel case beam (L1), second segment steel case beam (L2), the 3rd section of steel case beam (L3), the 4th section of steel case beam (L4), the 5th section of steel case beam (L5);
Temporary supporting (ZC) comprising: first temporary supporting (ZC1), second temporary supporting (ZC2), the 3rd temporary supporting (ZC3), the 4th temporary supporting (ZC4);
Pier stud (DZ) comprising: 7# pier stud (DZ7), 8# pier stud (DZ8), 9# pier stud (DZ9), 10# pier stud (DZ10);
Middle pier stud is 8# pier stud (DZ8), 9# pier stud (DZ9), and abutment pier post is 7# pier stud (DZ7), 10# pier stud (DZ10), and 10# pier stud (DZ10) is positioned at curved side; Multistage steel case beam is sequentially made section line of demarcation (4) at girder steel separately and is joined;
According to following step order, construct:
(1) first complete 7# pier stud (DZ7), 8# pier stud (DZ8), 9# pier stud (DZ9), 10# pier stud (DZ10); Between 7# pier stud (DZ7) and 8# pier stud (DZ8), set up first temporary supporting (ZC1), between 8# pier stud (DZ8) and 9# pier stud (DZ9), set up second temporary supporting (ZC2) and the 3rd temporary supporting (ZC3); On 8# pier stud (DZ8), 9# pier stud (DZ9) end face, laminated rubber bearing (101) and Anti-seismic pot rubber bearing (102) are set;
(2) lift first paragraph steel case beam (L1), second segment steel case beam (L2), the 3rd section of steel case beam (L3), first paragraph steel case beam (L1) is fastened and is connect on first temporary supporting (ZC1) with second segment steel case beam (L2), and second segment steel case beam (L2) is fastened and connect on second temporary supporting (ZC2) with the 3rd section of steel case beam (L3); 8# pier stud (DZ8) and second segment steel case beam (L2) are fixed but elder generation does not build concrete;
(3) set up the 4th temporary supporting (ZC4) under the 4th section of steel case beam (L4), utilize the outstanding of the 3rd section of steel case beam (L3), for the part outside the 3rd temporary supporting (ZC3) and the 4th temporary supporting (ZC4), the 4th section of steel case beam (L4) is installed;
(4) completing the 3rd section of steel case beam (L3) connects with fastening of the 4th section of steel case beam (L4);
(5) that utilizes the 4th section of steel case beam (L4) outstandingly goes out part and 10# pier stud (DZ10) installation the 5th section of steel case beam (L5); At the other jack (2) of placing of interior outside bearing (1), steel case back is risen, on the bearing of inner side, place certain thickness billet, then withdraw from jack; The upper certain thickness billet (3) of placing of the 5th section of steel case beam (L5) 10# pier stud (DZ10) the inner side of curve bearing (1) below, the elevation of bearing (1) own is pressed drawing and is controlled; With the jack with force measuring function (2), survey the in place and billet (3) of jacking when stressed in jack (2) counter-force 10# pier stud (DZ10) outside end reaction all to monitor, and control before and after jacking 10# piers (DZ10) outside and interior lateral reaction in the scope of setting;
(6) complete the 4th section of steel case beam (L4) and fastening of the 5th section of steel case beam (L5) and connect, tracking measurement jack is anti-, and controls 10# pier (DZ10) outside and interior lateral reaction in the scope of setting;
(7) remove the 4th temporary supporting (ZC4); (DZ9) is fixed for 9# pier stud;
(8) build the concrete of steel case beam, carry out forming total cross-section after health, tracking measurement jack counter-force, and control 10# pier (DZ10) outside and interior lateral reaction in the scope of setting;
(9) each steel case beam while symmetry replaces stretch-draw top board steel bundle, the long bundle of pretensioning, the short bundle of post tensioning, duct grouting; Tracking measurement jack counter-force, and control 10# pier (DZ10) outside and interior lateral reaction in the scope of setting;
(10) remove 8# pier stud (DZ8), 9# pier stud (DZ9) the whole temporary supportings (ZC) in being in, tracking measurement jack counter-force, and control 10# pier (DZ10) outside and interior lateral reaction in the scope of setting; Remove after temporary supporting (ZC), reuse jack (2) jacking steel case beam, billet (3) is withdrawn from, then withdraw from jack (2).
4. according to the curving bridge seat force bearing adjustment method described in claims 1, it is characterized in that: the thickness of slab of described billet (3) is 2～50mm.
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| CN201410132295.8A CN103924507B (en) | 2014-04-02 | 2014-04-02 | Curving bridge seat force bearing adjustment method |
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| CN103924507B (en) | 2015-10-28 |
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