CN104060549A - Bolted steel angle-based steel bridge out-of-plane distortion fatigue reinforcement structure - Google Patents
Bolted steel angle-based steel bridge out-of-plane distortion fatigue reinforcement structure Download PDFInfo
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- CN104060549A CN104060549A CN201410308804.8A CN201410308804A CN104060549A CN 104060549 A CN104060549 A CN 104060549A CN 201410308804 A CN201410308804 A CN 201410308804A CN 104060549 A CN104060549 A CN 104060549A
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Abstract
The invention relates to a bolted steel angle-based steel bridge out-of-plane distortion fatigue reinforcement structure, and belongs to the technical field of bridge engineering. Web gaps among a steel plate girder web, a stiffening rib and a flange plate are reinforced by a steel angle. One limb of the steel angle is connected with the stiffening rib by high-strength bolts, while the other limb is connected with the flange plate by the high-strength bolts or screws; the structure can effectively improve the mechanical property of the web gaps and inhibit the initiation and propagation of out-of-plane distortion fatigue cracks, and the structure has the characteristics of being convenient in construction, simple in operation, low in cost and excellent in performance; in addition, in the connecting way of combining the steel angle with the screws, the structure not only can be reinforced without removing a concrete bridge deck or blocking traffic, but also can improve the safety and durability of the connection, prevent the steel angle from accidentally falling, and avoid accidents.
Description
Technical field
The invention belongs to technical field of bridge engineering, be specifically related to a kind of Steel Bridge Deck based on bolt angle steel and be out of shape Fatigue Consolidation structure outward.
Background technology
The fatigue problem of steel bridge is having a strong impact on the application life of bridge, and research shows in steel bridge that about 90% fatigue cracking problem is all that the outer distortion of face or secondary stresses due to tired sensitive details place causes.In Approach To Steel Bridge Designing, horizontal connection system between each girder be the vertical stiffening rib that welds with girder web plate by stull be connected to realize, for fear of the welding details generation fatigue failure between vertical stiffening rib and the girder tension edge of a wing, conventionally between vertical stiffening rib and the girder tension edge of a wing, leave the web gap of tens millimeters.During actual operation, under Vehicle Load, between each steel girder, amount of deflection can be produced poor, thereby the web gap location that rigidity is less can generating plane outside sweep be out of shape, cause the larger secondary stresses in welding details place, cause fatigue crack germinate herein and expand, reduce the application life of bridge, even threaten the safety of bridge.Therefore, must take measures to reinforce.In traditional prevention steel bridge, fatigue crack continues the technical measures of expansion, be, at crack tip, stop hole is set, but stop hole can not effectively stop face to be out of shape further expanding of fatigue crack outward, and can weaken the rigidity of web.
Summary of the invention
Technical problem to be solved by this invention is to overcome the problem that the outer deformation reinforcement technology of plate girder bridge floor in the past can weaken original structure rigidity, provides that a kind of rational in infrastructure, simple structure, stress performance are superior, the face easily of constructing is out of shape Fatigue Consolidation structure outward.
Solving the problems of the technologies described above adopted technical scheme is: adopt angle steel to reinforce in the web gap of plate girder web, stiffening rib and frange plate, one limb of angle steel is connected by high-strength bolt with stiffening rib, and another limb is connected by high-strength bolt or screw with frange plate.
Above-mentioned angle steel is single angle or T-shaped angle steel or double angle.
Above-mentioned single angle and double angle are angle with equal legs.
A kind of Steel Bridge Deck based on bolt angle steel provided by the present invention is out of shape Fatigue Consolidation structure outward, it is to utilize bolt that two limbs of angle steel are connected with frange plate bolt with stiffening rib respectively, between angle steel and frange plate, can also replace high-strength bolt to fix with screw, thereby can effectively improve the stress performance in web gap, effectively inhibition face is out of shape germinating and the expansion of fatigue crack outward, there is easy construction, simple to operate, with low cost, the feature of function admirable, in addition the present invention adopts angle steel in conjunction with the connected mode of screw, not only can when reinforcing, need not remove concrete slab, do not block the traffic, and can improve safety and the durability of connection, prevent angle steel accidental falling, avoid the generation of security incident.
Accompanying drawing explanation
Fig. 1 is the connection diagram of reinforcing with single angle bolt in embodiment 1.
Fig. 2 is the structural representation of single angle in Fig. 1.
Fig. 3 is the connection diagram of reinforcing with double angle bolt in embodiment 2.
Fig. 4 is the connection diagram of reinforcing with T-shaped angle steel bolt in embodiment 3.
Fig. 5 uses the fixedly ruggedized construction schematic diagram of single angle of high-strength bolt and screw in embodiment 4.
Fig. 6 uses the fixedly ruggedized construction schematic diagram of double angle of high-strength bolt and screw in embodiment 4.
Fig. 7 fixes the ruggedized construction schematic diagram of T-shaped angle steel with high-strength bolt and screw in embodiment 4.
The specific embodiment
Below in conjunction with drawings and Examples, the present invention is described in further detail, but the invention is not restricted to following enforcement situation.
Embodiment 1
The reinforcing test specimen that the present embodiment is selected is the i section steel beam being welded into by frange plate 4, stiffening rib 2 and web 1.Frange plate 4 is that length is that 600mm, width are the rectangular steel plates that 300mm, thickness are 24mm; Web 1 is that length is 600mm, the rectangular steel plates that is highly 8mm for 870mm, thickness; Stiffening rib 2 is that length is 120mm, the rectangular steel plates that is highly 6mm for 790mm, thickness; Between the frange plate 4 of web gap location and stiffening rib 2 with high-strength bolt bolt reinforcing angle 3, the side of angle steel and web 1 leave the distance of 10mm, referring to Fig. 1～2, the angle steel 3 of the present embodiment such as selects at the limb single angle, and this single angle is selected the standard type angle steel of L140mm * 140mm * 14mm.
Before reinforcing, first test specimen is carried out to the preparation that bolt angle steel 3 is reinforced, comprise hacking processing is carried out in the mating face of single angle and stiffening rib 2, single angle and frange plate 4, to increase the frictional resistance on mating face; Design attitude processing bolt hole at test specimen and angle steel 3; Use torque wrench, according to the requirement of related specifications, high-strength bolt is fastened to pretightning force step by step, complete reinforcing.
Embodiment 2
The double angle that single angle in above-described embodiment 1 is L140mm * 140mm * 14mm by specification is replaced, and as shown in Figure 3, other parts and annexation thereof are identical with embodiment 1.
Reinforcement means is identical with embodiment 1.
Embodiment 3
The T-shaped angle steel that single angle in above-described embodiment 1 is 280mm * 140mm * 14mm * 14mm by specification is replaced, and as shown in Figure 4, other parts and annexation thereof are identical with embodiment 1.
Reinforcement means is identical with embodiment 1.
Embodiment 4
In above-described embodiment 1～3, the limb that described angle steel 3 is connected with frange plate 4 can fix with screw, be that available screw replacement high-strength bolt fixes, as shown in Fig. 5～7, screw tapping is without penetrating frange plate 4, save the step of bolt aperture, and can remove concrete slab in real bridge, do not block the traffic.Other parts and annexation thereof are identical with corresponding embodiment.
Angle steel in above-described embodiment and the specification of high-strength bolt can be adjusted according to actual service condition, are not limited to the use specification of above-described embodiment, and take the web gap reinforcing between frange plate 4 and stiffening rib 2, web 1 is object.
In order to test consolidation effect, carried out consolidation effect qualification test.Prefabricated fatigue crack on i section steel beam test specimen, adopts the method for bolt angle steel 3 to reinforce in advance, and the test specimen after reinforcing is tested.Test situation is as follows:
One, tester
MTS servo hydraulic control system; Japan produces TDS-602 static resistance strain gauge; The dynamo-electric dial gage of WBD type that Wenling, Zhejiang province city Ke Te Electronic Instruments Plant produces.
Two, consolidation effect test
1, specimen Design parameter
Test specimen steel adopt Q345 steel, and modulus of elasticity is 2.06 * 10
5mPa.The test specimen with 40mm web gap that this experiment is reinforced is identical with embodiment 1 with the specification of reinforcing angle, the test specimen with 20mmm gap except stiffening rib 3 be long for 120mm, highly be 830mm, the thickness rectangular steel plates that is 6mm, remaining part is identical with embodiment 1 with the method for reinforcing angle, and two load(ing) point spacing are 440mm.
2, experimental rig and load step
Two frange plates of test specimen are all fixed on base customized with high-strength bolt, on stiffening rib perpendicular to load that in the real bridge of web CYCLIC LOADING loading simulation, stull is transmitted.During test, first test specimen is carried out to precrack fatigue loading, until germinate crackle at the web of stiffening rib and frange plate gap location; Before reinforcing, to there being the test specimen of precrack to carry out static loading test one time, the displacement of test each measuring point before reinforcing and stress situation to contrast after reinforcing; Test specimen is carried out to bolt angle steel reinforced, and then displacement and the stress of rear each measuring point is reinforced in test, finally carries out the validity that CYCLIC LOADING is verified this reinforcement means.
3, result of the test and analysis
Result of the test before adopting bolt single angle to reinforce and after reinforcing is in Table 1 and table 2 (its intermediate gap I is 40mm, and gap II is 20mm).1. face in table 1 is out of shape amplitude is outward before test specimen web gap fatigue and cyclic loads, and static(al) test obtains the outer deformation values of face of web gap location, and now cycle-index is N=0 time; 2. face is out of shape amplitude is outward, before reinforcing, test specimen is carried out to crack Propagation that fatigue loading makes test specimen web gap location to a certain extent, while stopping fatigue test, (it is 2,510,000 times that gap I test specimen is reinforced front fatigue loading cycle-index, gap II test specimen loads 2,500,000 times), the face of the web gap location that static(al) test obtains is out of shape amplitude outward; 3. face is out of shape amplitude is outward that test specimen web gap location is carried out after maintenance and reinforcement, and the face of the web gap location that static(al) test obtains is out of shape amplitude outward; 4. face is out of shape amplitude is outward (gap I test specimen is reinforced rear fatigue loading circulation 1,080,000 times, gap II test specimen fatigue loading 2,000,000 times) when the fatigue test of test specimen finishes after reinforcing, the data that last static(al) test obtains.In table 1, measuring point DW-B and DE-B are respectively test specimen web and are out of shape outward without stiffening rib coxostermum clearance plane, and measuring point DW-U and DE-U are respectively test specimen web has stiffening rib coxostermum clearance plane to be out of shape outward.
Table 1 is reinforced the contrast that front-back is out of shape amplitude outward
As shown in Table 1, after employing bolt single angle maintenance and reinforcement, under equal load width, the face of each measuring point is out of shape amplitude outward significantly reduction, and the outer distortion of face after reinforcing is all very little, shows the respond well of reinforcing.
Table 2 is stress amplitudes of welding toe before and after test specimen is reinforced.Stress amplitude in table 2 1., stress amplitude 2., stress amplitude 3. with stress amplitude 4. respectively with table 1 in face be out of shape amplitude outward 1., 2. face is out of shape amplitude outward, face be out of shape outward amplitude 3. face to be out of shape the cycle-index of amplitude while 4. testing outward identical.In table 2, WR1-3, ER1-3, WU-NI and EU-SI are web and stiffening rib welding toe measuring point, and WU-M, EU-M, WB-M2 and EB-M2 are web and frange plate welding toe measuring point.
Table 2 is reinforced the contrast of front and back welding toe stress amplitude
As shown in Table 2, adopt after bolt single angle maintenance and reinforcement, under equal load width, the stress amplitude of each measuring point has significantly reduction, and the measuring point stress after reinforcing is all very little, shows the respond well of reinforcing.
Table 3 and table 4 are respectively the outer distortion of various test stages web clearance plane with the changing value of load, wherein stage 1, stage 2, stage 3 and stage 4 respectively with face mentioned above be out of shape outward amplitude 1., face be out of shape outward amplitude 2., face be out of shape outward amplitude 3., that face is out of shape the cycle-index of amplitude while 4. testing is outward identical.In table 3 and table 4, measuring point as described above.
I test specimen each stage corresponding surface in table 3 gap is out of shape outward
II test specimen each stage corresponding surface in table 4 gap is out of shape outward
From table 3 and table 4, result of the test shows that the outer distortion of face of reinforcing trailing web gap location significantly reduces, and when off-test outside face deformation values do not increase, show that consolidation effect is good.
Table 5 and table 6 are respectively the stress of various test stages test specimen stiffening rib and web welding toe with the changing value of load, stage 1 wherein, stage 2, stage 3 and stage 4 respectively with face mentioned above be out of shape outward amplitude 1., face be out of shape outward amplitude 2., face be out of shape outward amplitude 3., that face is out of shape the cycle-index of amplitude while 4. testing is outward identical.In table, WU-N1 and EU-S1 are web and stiffening rib welding toe measuring point, and WU-M1, EU-M1 are web and frange plate welding toe measuring point.
Table 5 gap I test specimen stiffening rib and web welding toe stress
Table 6 gap II test specimen stiffening rib and web welding toe stress
By table 5 and table 6, can be found out, test specimen reinforce after stiffening rib significantly reduce with the stress of web welding toe, and when off-test, stiffening rib does not have increase with the stress of web welding toe, shows that consolidation effect is effective.
In sum, after adopting stickup double angle to reinforce the tired details of the outer distortion of web clearance plane, the face of test specimen is out of shape amplitude outward and stress amplitude all has significantly reduction, and under the rear cyclic load of reinforcing, bolt angle steel did not lose efficacy and there is no new fatigue crack initiation, and this reinforcing construction safety, reliable is described.
Claims (3)
1. the Steel Bridge Deck based on bolt angle steel is out of shape Fatigue Consolidation structure outward, it is characterized in that: adopt angle steel (3) to reinforce with the web gap of frange plate (4) plate girder web (1), stiffening rib (2), one limb of angle steel (3) is connected by high-strength bolt with stiffening rib (2), and another limb is connected by high-strength bolt or screw with frange plate (4).
2. the Steel Bridge Deck based on bolt angle steel according to claim 1 is out of shape Fatigue Consolidation structure outward, it is characterized in that: described angle steel (3) is single angle or T-shaped angle steel or double angle.
3. the Steel Bridge Deck based on bolt angle steel according to claim 2 is out of shape Fatigue Consolidation structure outward, it is characterized in that: described single angle and double angle are angle with equal legs.
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Cited By (7)
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| CN105507166A (en) * | 2015-12-23 | 2016-04-20 | 中国铁道科学研究院铁道建筑研究所 | Method for reinforcing fatigue crack in end part of vertical stiffening rib of railway steel bridge I-shaped beam |
| CN105507146A (en) * | 2015-11-27 | 2016-04-20 | 中铁大桥勘测设计院集团有限公司 | Glass bridge floor stiffening girder used for pedestrian suspension bridge |
| CN105603873A (en) * | 2015-12-23 | 2016-05-25 | 中国铁道科学研究院铁道建筑研究所 | Method for preventing and reinforcing fatigue cracks caused by railway steel bridge out-plane deformation |
| CN106223211A (en) * | 2016-07-22 | 2016-12-14 | 东南大学 | A kind of adjustable-angle precompressed fatigue of steel structures strenthening member |
| CN106677055A (en) * | 2017-02-07 | 2017-05-17 | 中铁大桥科学研究院有限公司 | Anti-fatigue strengthening structure of steel bridge deck for reducing fatigue stress |
| CN109386525A (en) * | 2017-08-09 | 2019-02-26 | 森科嘉株式会社 | The reinforcement structure and strengthening part for the structural body being made of column and beam |
| CN112982197A (en) * | 2021-03-17 | 2021-06-18 | 黄河水利职业技术学院 | I-steel stress system reinforcing apparatus |
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| CN105603873A (en) * | 2015-12-23 | 2016-05-25 | 中国铁道科学研究院铁道建筑研究所 | Method for preventing and reinforcing fatigue cracks caused by railway steel bridge out-plane deformation |
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| CN106223211A (en) * | 2016-07-22 | 2016-12-14 | 东南大学 | A kind of adjustable-angle precompressed fatigue of steel structures strenthening member |
| CN106677055A (en) * | 2017-02-07 | 2017-05-17 | 中铁大桥科学研究院有限公司 | Anti-fatigue strengthening structure of steel bridge deck for reducing fatigue stress |
| CN109386525A (en) * | 2017-08-09 | 2019-02-26 | 森科嘉株式会社 | The reinforcement structure and strengthening part for the structural body being made of column and beam |
| CN112982197A (en) * | 2021-03-17 | 2021-06-18 | 黄河水利职业技术学院 | I-steel stress system reinforcing apparatus |
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