CN203977304U - Steel Bridge Deck is out of shape tired cold reinforcing construction outward - Google Patents
Steel Bridge Deck is out of shape tired cold reinforcing construction outward Download PDFInfo
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- CN203977304U CN203977304U CN201420360073.7U CN201420360073U CN203977304U CN 203977304 U CN203977304 U CN 203977304U CN 201420360073 U CN201420360073 U CN 201420360073U CN 203977304 U CN203977304 U CN 203977304U
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- stiffening rib
- web
- angle steel
- bolt
- frange plate
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 43
- 238000010276 construction Methods 0.000 title claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 103
- 239000010959 steel Substances 0.000 claims abstract description 103
- 239000003292 glue Substances 0.000 claims abstract description 48
- 230000000694 effects Effects 0.000 abstract description 8
- 238000003466 welding Methods 0.000 abstract description 8
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 230000002411 adverse Effects 0.000 abstract 1
- 238000012360 testing method Methods 0.000 description 63
- 210000003414 extremity Anatomy 0.000 description 30
- 230000003068 static effect Effects 0.000 description 9
- 238000007596 consolidation process Methods 0.000 description 8
- 238000010586 diagram Methods 0.000 description 7
- 238000000034 method Methods 0.000 description 5
- 239000000203 mixture Substances 0.000 description 4
- 125000004122 cyclic group Chemical group 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 238000009661 fatigue test Methods 0.000 description 3
- 210000003371 toe Anatomy 0.000 description 3
- 208000037656 Respiratory Sounds Diseases 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000000977 initiatory effect Effects 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 238000012797 qualification Methods 0.000 description 2
- 238000004026 adhesive bonding Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
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- Bridges Or Land Bridges (AREA)
Abstract
A kind of Steel Bridge Deck is out of shape tired cold reinforcing construction outward, the two ends up and down of web are provided with frange plate, side is provided with stiffening rib and forms i section steel beam, web gap location between stiffening rib and frange plate adopt connector by a limb of angle steel be connected with stiffening rib, another limb is connected with frange plate or web, described connector is structure glue or bolt or screw, one limb of angle steel is connected with stiffening rib, another limb of angle steel is connected with frange plate with structure glue or bolt or screw with structure glue or bolt; With structure glue or bolt by a limb of angle steel be connected with stiffening rib, another limb is connected with web.The utility model has improved the rigidity of web gap location between the vertical stiffening rib of steel bridge and frange plate, and the face that has reduced web gap location is out of shape outward, thereby reaches the object of reinforcing the tired details of the outer distortion of web clearance plane.Meanwhile, adopt cold reinforcement means, do not introduce the adverse effects such as welding residual stress, there is the feature of easy construction, simple to operate, with low cost, function admirable.
Description
Technical field
The utility model belongs to technical field of bridge engineering, is specifically related to a kind of Steel Bridge Deck and is out of shape tired cold reinforcing construction outward.
Background technology
Along with construction and the use of steel bridge, the fatigue problem of steel bridge also highlights gradually.In Approach To Steel Bridge Designing, horizontal connection between each girder be by the vertical stiffening rib of stull and girder web plate welding be connected realize, for fear of the welding details generation fatigue failure between vertical stiffening rib and girder tension frange plate, conventionally between vertical stiffening rib and girder tension frange plate, leave the web gap of tens millimeters.Under vehicle in use load action, between each steel girder, amount of deflection can be produced poor, thereby make the web gap location generating plane outside sweep distortion that rigidity is less, cause the larger secondary stresses in welding details place, cause fatigue crack germinate herein and expand, have a strong impact on the safety of bridge.
The technical scheme that in traditional prevention steel bridge, fatigue crack continues to expand is at crack tip processing stop hole, but through test room's fatigue test and actual bridge monitoring, finding that stop hole can not stop effectively by the outer distortion of face causes further expanding of fatigue crack, and can weaken the local stiffness of structure detail.Therefore, how the tired details of the outer distortion of the face of steel bridge effectively being reinforced, is a key technical problem being badly in need of solution.
Summary of the invention
Technical problem to be solved in the utility model is to overcome the deficiency that tradition stops fatigue crack continuation expansion technique in steel bridge, provides a kind of Steel Bridge Deck reasonable in design, simple in structure, easy construction to be out of shape tired cold reinforcing construction outward.
Solving the problems of the technologies described above adopted technical scheme is: the two ends up and down of web are provided with frange plate, side and are provided with stiffening rib and form i section steel beam, the web gap location between stiffening rib and frange plate adopt connector by a limb of angle steel be connected with stiffening rib, another limb is connected with frange plate or web.
Angle steel of the present utility model is: single angle or double angle or T-shaped angle steel; Connector of the present utility model is: structure glue or bolt or screw, by a limb of angle steel with structure glue or bolt be connected with stiffening rib, another limb structure glue or bolt or screw be connected with frange plate.
Angle steel of the present utility model is: single angle or double angle; Connector of the present utility model is: structure glue or bolt, by a limb of angle steel with structure glue or bolt be connected with stiffening rib, another limb structure glue or bolt be connected with web.
Stiffening rib of the present utility model and web are connected to angle steel: two limbs of angle steel bond by structure glue with web, stiffening rib respectively; Stiffening rib of the present utility model and frange plate are connected to angle steel: two limbs of angle steel bond by structure glue with frange plate, stiffening rib respectively.
Stiffening rib of the present utility model and web are connected to angle steel: two limbs of angle steel are bolted with web, stiffening rib respectively; Stiffening rib of the present utility model and frange plate are connected to angle steel: two limbs of angle steel are bolted with frange plate, stiffening rib respectively.
Stiffening rib of the present utility model is connected to angle steel with web: angle steel one limb is connected with web bolt, another limb structure glue is bonded on stiffening rib; Stiffening rib of the present utility model and frange plate are connected to angle steel: angle steel one limb and stiffening rib is bolted, another limb is bonded on frange plate by structure glue.
Stiffening rib of the present utility model is connected to angle steel with frange plate: a limb of angle steel bond with frange plate structure glue and be screwed, another limb is connected with stiffening rib bolt.
Because the utility model adopts structure glue or bolt or screw by angle steel and stiffening rib and wing plate, or web is connected with stiffening rib, adopt structure glue bonding angle steel, the combine mode of connecting angle of bolt connecting angle or bolt and structure glue, and the mode that is connected with structure glue and screw association of bolt, by angle steel and stiffening rib and wing plate, or web is connected with wing plate, improve the rigidity of web gap location between the vertical stiffening rib of steel bridge and wing plate, the face reducing or eliminated web gap location is out of shape outward, thereby reach the object of reinforcing the tired details of the outer distortion of steel bridge web clearance plane.Meanwhile, avoid adopting residual stress that mode such as thermal consolidating such as welding grade introduces and new weld defect, there is the feature of easy construction, simple to operate, with low cost, function admirable.
Brief description of the drawings
Fig. 1 is the structural representation of the utility model embodiment 1.
Fig. 2 is the schematic diagram that in Fig. 1, angle steel 2 is connected with stiffening rib 3 and frange plate 1 use structure glue 6.
Fig. 3 is the schematic diagram that in Fig. 1, angle steel 2 is connected with stiffening rib 3 and frange plate 1 use bolt 7.
Fig. 4 is that in Fig. 1, angle steel 2 and stiffening rib 3 and frange plate 1 use bolt 7 and structure glue 6 are mixed the schematic diagram being connected.
Fig. 5 is that in Fig. 1, angle steel 2 and stiffening rib 3 and frange plate 1 use bolt 7 and screw 8 mix the schematic diagram being connected.
Fig. 6 is that in Fig. 1, angle steel 2 and stiffening rib 3 and frange plate 1 use structure glue 6 and screw 8 mix the schematic diagram being connected.
Fig. 7 is that in Fig. 1, angle steel 2 and stiffening rib 3 and frange plate 1 use bolt 7 and structure glue 6 and screw 8 mix the schematic diagram being connected.
Fig. 8 is the connection diagram of angle steel 2 and stiffening rib 3 and web 4 in Fig. 1.
Fig. 9 is the A-A sectional view that in Fig. 8, angle steel 2 is connected with stiffening rib 3 and web 4 use structure glue 6.
Figure 10 is the A-A sectional view that in Fig. 8, angle steel 2 is connected with stiffening rib 3 and web 4 use bolts 7.
Figure 11 is that in Fig. 8, angle steel 2 and stiffening rib 3 and web 4 use structure glue 6 and bolt 7 mix the A-A sectional view being connected.
Detailed description of the invention
Below in conjunction with drawings and Examples, the utility model is described in further detail, but the utility model is not limited to following enforcement situation.
Embodiment 1
In Fig. 1,2, it is to be connected and composed by frange plate 1, stiffening rib 3, web 4, angle steel 2 that the Steel Bridge Deck of the present embodiment is out of shape tired cold reinforcing construction outward.
The two ends up and down of web 4 are provided with frange plate 1, side is provided with stiffening rib 3 and forms i section steel beam, i section steel beam top is provided with concrete slab 5, frange plate 1 is that the long 600mm of being, width are the rectangular steel plates that 300mm, thickness are 24mm, web 4 be long be 600mm, the rectangular steel plates that is highly 8mm for 870mm, thickness, stiffening rib 3 be long for 120mm, be highly the rectangular steel plates that 790mm, thickness are 6mm.Between the frange plate 1 of web gap location and stiffening rib 3, be bonded with angle steel 2 by structure glue 6, this angle steel 2 is selected the standard type single angle of L shaped 140mm × 140mm × 14mm.
Embodiment 2
Angle steel 2 in above-described embodiment 1 selects the double angle of 140mm × 140mm × 14mm to replace, and the annexation between other component and component is identical with embodiment 1.
Embodiment 3
The T-steel of angle steel 2 use 300mm × 150mm × 150mm × 14mm in above-described embodiment 1 is replaced, and the annexation between other component and component is identical with embodiment 1.
Embodiment 4
In above embodiment 1～3, shown in Fig. 3, two limbs of the angle steel 2 respectively position corresponding with frange plate 1 and stiffening rib 3 are processed with bolt hole fastening with bolt 7, and frange plate 1, stiffening rib 3 are identical with embodiment 1 with the annexation of web 4.
Embodiment 5
In above embodiment 1～3, shown in Fig. 4, one limb of angle steel 2 and frange plate 1 adopt that structure glue 6 bonds, another limb and stiffening rib 3 are processed with bolt hole fastening with bolt 7 in corresponding position, or a limb of angle steel 2 is processed with bolt hole, another limb fastening by bolt 7 and stiffening rib 3 and adopts structure glue 6 to bond in corresponding position with frange plate 1, frange plate 11, stiffening rib 3 are identical with embodiment 1 with the annexation of web 4.
Embodiment 6
In above embodiment 1～3, shown in Fig. 5, one limb of angle steel 2 and frange plate 1 adopt that screw 8 is fastening, another limb and stiffening rib 3 are processed with bolt hole fastening by bolt 7 in corresponding position, and frange plate 1, stiffening rib 3 are identical with embodiment 1 with the annexation of web 4.
Embodiment 7
In above embodiment 1～3, shown in Fig. 6, one limb of angle steel 2 and stiffening rib 3 adopt that structure glue 6 bonds, another limb and frange plate 1 use structure glue 6 bonds and it is fastening to be processed with screw screw 8 in corresponding position, and frange plate 1, stiffening rib 3 are identical with embodiment 1 with the annexation of web 4.
Embodiment 8
In above embodiment 1～3, shown in Fig. 7, one limb of angle steel 2 adopt structure glue 6 to bond with frange plate 1 and be processed with in corresponding position that screw screw 8 is fastening, another limb of angle steel 2 and the corresponding position of stiffening rib 3 be processed with bolt hole fastening with bolt 7, frange plate 1, stiffening rib 3 are identical with embodiment 1 with the annexation of web 4.
Embodiment 9
In above embodiment 1,2,4,5, shown in Fig. 8,9,10,11, the reinforcing position of web gap location is by changing between stiffening rib 3 and frange plate 1 between stiffening rib 3 and web 4, a limb that is angle steel 2 is connected with stiffening rib 3, another limb is connected with web 4, and angle steel 2 is identical with corresponding embodiment with the connected mode of stiffening rib 3 and web 4.
Test 1
In order to test consolidation effect, inventor has carried out consolidation effect qualification test, has prepared fatigue crack in advance on i section steel beam test specimen, adopts bolt 7 to be connected stiffening rib 3 with angle steel 2 and reinforces with the method for web 4, 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; Ke Te Electronic Instruments Plant of Wenling, Zhejiang province city produces the dynamo-electric dial gage of WBD type.
Two, consolidation effect experiment
1, specimen Design parameter
Test specimen steel adopt Q345 steel, and modulus of elasticity is 2.06 × 10
5mP.The test specimen that this test is reinforced is identical with the specification in embodiment 4, and reinforcing mode is that two limbs of angle steel 2 are fastening with web 4 and stiffening rib 3 use bolts 7 respectively, and two load(ing) point spacing are 440mm.
2, experimental facilities and load step
Two frange plates 1 of test specimen are all fixed on base customized with bolt 7, on stiffening rib 3, simulate perpendicular to web 4 CYCLIC LOADING the load that in real bridge, stull is transmitted, when test, first test specimen is carried out to precrack fatigue loading, until germinate crackle at stiffening rib 3 and the web 4 of web gap location.Before having the test specimen of precrack to reinforce, carry out static loading test one time, test displacement and stress of each test point before reinforcing, finally carries out CYCLIC LOADING and verifies the validity of this cold reinforcing construction.
3, result of the test and analysis
Result of the test before adopting bolt 7 connecting angles 2 to reinforce and after reinforcing is in table 1.It is that web 4 has the face of stiffening rib 3 coxostermum gap locations to be out of shape amplitude outward that face in table 1 is out of shape amplitude outward, and the stress amplitude of measuring point is the stress amplitude of web 4 and stiffening rib 3 welding toes.
The measuring point face that table 1 is reinforced front and back test specimen is out of shape amplitude and stress amplitude outward
As shown in Table 1, under equal load, the face of each measuring point is out of shape amplitude and stress amplitude outward all has significantly and reduces, and shows the respond well of cold reinforcing.
5, conclusion (of pressure testing)
Adopting bolt 7 to be connected web 4 with angle steel 2 carries out after cold reinforcing with stiffening rib 3, the face of test specimen is out of shape amplitude outward and stress amplitude all has significantly reduction, and reinforce after under Cyclic Load, bolt 7, angle steel 2 did not lose efficacy, there is no new fatigue crack initiation, this cold reinforcing construction safety, reliable is described simultaneously yet.
Test 2
In order to test consolidation effect, carry out consolidation effect qualification test.Prefabricated fatigue crack on i section steel beam test specimen in advance, adopts bolt 7 and structure glue 6 and single angle to mix to be connected stiffening rib 3 and reinforces with the method for frange plate 1, 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; Ke Te Electronic Instruments Plant of Wenling, Zhejiang province city produces the dynamo-electric dial gage of WBD type.
Two, consolidation effect test
1, specimen Design parameter
Test specimen steel adopt Q345 steel, and modulus of elasticity is 2.06 × 10
5mPa.It is identical with embodiment 5 with the method for reinforcing angle that what this test was reinforced have the test specimen in 40mm web gap, the test specimen with 20mm 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 5 with the method for reinforcing angle, and two load(ing) point spacing are 440mm.
2, experimental rig and load step
Two frange plates 1 of test specimen are all fixed on base with bolt 7, on stiffening rib 3, simulate perpendicular to web 4 CYCLIC LOADING the load that in real bridge, stull is transmitted.When test, first test specimen is carried out to precrack fatigue loading, until germinate crackle at stiffening rib 3 and the web 4 of frange plate 1 gap location, the test specimen that has precrack is carried out to static loading test one time before reinforcing, deformation and stress situation outside the face of test each measuring point before reinforcing, so that contrast before and after reinforcing.Test specimen is carried out to bolt 7 and structure glue 6 and angle steel 2 mixed reinforcements, and the test specimen of reinforcing is carried out to maintenance, by the time structure glue 6 forms the static loading test that tries again after enough intensity, the outer deformation and stress of face that rear each measuring point is reinforced in test, finally carries out CYCLIC LOADING to verify the validity of this reinforcing construction.
3, result of the test and analysis
Result of the test before adopting bolt 7 to be connected stiffening rib 3 and frange plate 1 reinforcing with structure glue 6 and angle steel 2 mixing and after reinforcing is in table 2 and table 3 (the distance 40mm of stiffening rib 3 terminations and frange plate 1 is large gap, and the distance of stiffening rib 3 terminations and frange plate 1 is that 20mm is little gap).1. face in table 2 is out of shape amplitude is outward before test specimen web gap fatigue and cyclic loads, and static(al) test obtains face outer deformation values, now cycle-index N=0 time of web gap location; Face be out of shape outward amplitude be 2. test specimen web gap location crack Propagation to a certain extent, while stopping fatigue test, (wherein before the reinforcing of large gap test specimen, fatigue loading cycle-index is 1,062 ten thousand times, little gap test specimen is 2,330,000 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; Face be out of shape outward amplitude be 4. when after reinforcing, test specimen carries out fatigue test and finishes (wherein large gap test specimen reinforce after fatigue loading cycle-index be 2,190,000 times, little gap test specimen is 2,000,000 times), the data that last static(al) test obtains.In table 1, measuring point DW-B and DE-B are respectively test specimen web 4 and are out of shape outward without stiffening rib 3 coxostermum clearance planes, and measuring point DW-U and DE-U are respectively test specimen web 4 has stiffening rib 3 coxostermum clearance planes to be out of shape outward.
The contrast of amplitude reinforced front-back and is out of shape outward by table 2
As shown in Table 2, after adopting bolt 7 to be connected stiffening rib 3 and frange plate 1 reinforcing with structure glue 6 and angle steel 2 mixing, 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 that consolidation effect is good.
Table 3 is reinforced the contrast of front and back welding toe stress amplitude
Table 3 is stress amplitudes of welding toe before and after test specimen is reinforced.Stress amplitude in table 3 1., stress amplitude 2., stress amplitude 3. with stress amplitude 4. respectively with table 2 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.
As shown in Table 3, employing bolt 7 and structure glue 6 are pasted angle steel 2 mixing and are connected after stiffening rib 3 and frange plate 1 reinforcing, and under equal load width, each measuring point stress amplitude has significantly reduction, and the measuring point stress after reinforcing is all very little, shows the respond well of reinforcing.
4, conclusion (of pressure testing)
Employing bolt 7 is connected stiffening rib 3 and is out of shape after tired details reinforcing web clearance plane is outer with frange plate 1 with structure glue 6 and angle steel 2 mixing, the face of test specimen is out of shape amplitude outward and stress amplitude all has significantly reduction, and bolt 7, not inefficacy of angle steel 2 under cyclic load after reinforcing, there is no new fatigue crack initiation, this Fatigue Consolidation structure safety, reliable is described yet.
Claims (7)
1. a Steel Bridge Deck is out of shape tired cold reinforcing construction outward, the two ends up and down of web (4) are provided with frange plate (1), side and are provided with stiffening rib (3) and form i section steel beam, it is characterized in that: the web gap location employing connector between stiffening rib (3) and frange plate (1) by a limb of angle steel (2) be connected with stiffening rib (3), another limb is connected with frange plate (1) or web (4).
2. Steel Bridge Deck according to claim 1 is out of shape tired cold reinforcing construction outward, it is characterized in that described connector is: structure glue (6) or bolt (7) or screw (8), a structure glue for limb (6) or the bolt (7) of angle steel (2) is connected with stiffening rib (3), another for limb structure glue (6) or bolt (7) or screw (8) be connected with frange plate (1).
3. Steel Bridge Deck according to claim 1 is out of shape tired cold reinforcing construction outward, it is characterized in that: described connector is: structure glue (6) or bolt (7), a structure glue for limb (6) or the bolt (7) of angle steel (2) is connected with stiffening rib (3), another for limb structure glue (6) or bolt (7) be connected with web (4).
4. be out of shape tired cold reinforcing construction outward according to the Steel Bridge Deck described in claim 1 or 2 or 3, it is characterized in that described stiffening rib (3) and web (4) angle steel (2) are connected to: two limbs of angle steel (2) bond with web (4), stiffening rib (3) structure glue (6) respectively; Described stiffening rib (3) is connected to angle steel (2) with frange plate (1): two limbs of angle steel (2) bond by structure glue (6) with frange plate (1), stiffening rib (3) respectively.
5. be out of shape tired cold reinforcing construction outward according to the Steel Bridge Deck described in claim 1 or 2 or 3, it is characterized in that described stiffening rib (3) is connected to web (4) angle steel (2): two limbs of angle steel (2) are connected by bolt (7) with web (4), stiffening rib (3) respectively; Described stiffening rib (3) is connected to angle steel (2) with frange plate (1): two limbs of angle steel (2) are connected by bolt (7) with frange plate (1), stiffening rib (3) respectively.
6. be out of shape tired cold reinforcing construction outward according to the Steel Bridge Deck described in claim 1 or 2 or 3, it is characterized in that described stiffening rib (3) is connected to web (4) angle steel (2): angle steel (2) one limbs are connected with web (4) bolt (7), another for limb structure glue (6) be bonded on stiffening rib (3); Described stiffening rib (3) is connected to angle steel (2) with frange plate (1): angle steel (2) one limbs and stiffening rib (3) by bolt (7) be connected, another limb is bonded on frange plate (1) by structure glue (6).
7. Steel Bridge Deck according to claim 1 and 2 is out of shape tired cold reinforcing construction outward, it is characterized in that described stiffening rib (3) is connected to frange plate (1) angle steel (2): a limb of angle steel (2) bonds with frange plate (1) structure glue (6) and uses that screw (8) is fixed, another limb is connected with stiffening rib (3) bolt (7).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420360073.7U CN203977304U (en) | 2014-06-30 | 2014-06-30 | Steel Bridge Deck is out of shape tired cold reinforcing construction outward |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420360073.7U CN203977304U (en) | 2014-06-30 | 2014-06-30 | Steel Bridge Deck is out of shape tired cold reinforcing construction outward |
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| CN203977304U true CN203977304U (en) | 2014-12-03 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104060550A (en) * | 2014-06-30 | 2014-09-24 | 长安大学 | Cold reinforcement structure for external deformation fatigue of steel bridge deck |
| CN107059662A (en) * | 2017-06-16 | 2017-08-18 | 湖北武大珞珈工程结构检测咨询有限公司 | A kind of structure and method that girder steel bearing capacity is improved with pretension force method using bonding |
| 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 |
-
2014
- 2014-06-30 CN CN201420360073.7U patent/CN203977304U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104060550A (en) * | 2014-06-30 | 2014-09-24 | 长安大学 | Cold reinforcement structure for external deformation fatigue of steel bridge deck |
| CN107059662A (en) * | 2017-06-16 | 2017-08-18 | 湖北武大珞珈工程结构检测咨询有限公司 | A kind of structure and method that girder steel bearing capacity is improved with pretension force method using bonding |
| 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 |
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