CN203981518U - The web clearance plane at the horizontal gusset plate of steel bridge place is out of shape fatigue test loading device outward - Google Patents
The web clearance plane at the horizontal gusset plate of steel bridge place is out of shape fatigue test loading device outward Download PDFInfo
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- CN203981518U CN203981518U CN201420359657.2U CN201420359657U CN203981518U CN 203981518 U CN203981518 U CN 203981518U CN 201420359657 U CN201420359657 U CN 201420359657U CN 203981518 U CN203981518 U CN 203981518U
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Abstract
The web clearance plane that the utility model relates to the horizontal gusset plate of a kind of steel bridge place is out of shape fatigue test loading device outward, it is to be respectively provided with the earth anchor for fixing test part on two relative concrete leveling layers, on test block, be set side by side with two horizontal gusset plates of power transmission, the horizontal gusset plate of power transmission is connected with loading beam by coupling assembling, loading beam is i-shaped beams, and its top flange plate middle part is connected with servo-hydraulic actuator; The utility model utilizes high-strength bolt that test block is fixed on earth anchor, servo-hydraulic actuator provides two concentrated cyclic loads by loading beam, coupling assembling to the horizontal gusset plate of power transmission, the web gap location of dummy level gusset plate position measurement part truly stressed, makes testing fatigue result accurate; Reduce test block scale by rational simplification, save test space, reduce the requirement to loading tonnage, and test block replaceability is strong, be easy to dismounting, can facilitate the test of doing economically a large amount of variable elements, have a extensive future.
Description
Technical field
The utility model belongs to technical field of bridge engineering, particularly science of bridge building experimental technique field, and specifically the web clearance plane at the horizontal gusset plate of a kind of steel bridge place is out of shape fatigue test loading device outward.
Background technology
The fatigue problem of steel bridge is having a strong impact on the serviceable life of bridge, and research shows in steel bridge that about 90% fatigue crack problem is all because the outer distortion of face or the secondary stress at tired sensitive details place cause.In Approach To Steel Bridge Designing, need to adopt lateral to realize the horizontal connection between each steel girder.Horizontal gusset plate welding or the bolt of lateral and each steel girder are connected, horizontal gusset plate conventionally and web weld, and be welded to connect or be not connected with web vertical ribbed stiffener.For fear of the welding details generation fatigue failure of horizontal gusset plate and web, conventionally leave the web gap of tens millimeters at web and vertical ribbed stiffener weld seam and horizontal gusset plate intersection.Under Vehicle Load, amount of deflection missionary society between each girder makes have larger acting force to be delivered to details place, horizontal gusset plate web gap by horizontal gusset plate in lateral, the web gap location generating plane that rigidity is less is out of shape outward, thereby cause larger secondary stress, cause fatigue crack germinate herein and expand.Horizontal gusset plate place web clearance plane is out of shape fatigue behaviour and stress distribution situation complexity outward, need to be out of shape Fatigue Damage Process outward to the face of this details by torture test and maintenance reinforcement method is furtherd investigate.
Face is carried out in the web gap at the horizontal gusset plate of steel bridge place, and to be out of shape torture test be outward research this details place mechanism of fatigue and the rational important means of maintenance reinforcement method, and the maintenance and reinforcement that can be real bridge web gap location fatigue crack provides important scientific basis.At present more for the fatigue property test of Orthotropic Steel Bridge Deck, and the measuring technology conventionally adopting has the following disadvantages: the steel bridge fatigue mechanism that (1) is traditional and maintenance reinforcement method test are all to adopt large sections girder steel to test, model manufacturing, installation time and effort consuming, and expense is higher, be difficult to realize a large amount of variable element experimental studies of tired details; (2) because the size of sections test block is larger, higher to the site requirements of test, test will be simulated the stressed of real bridge needs higher loading tonnage with distortion, and torture test is costly.But, at present there are not personnel the tired details of the horizontal gusset plate web of steel bridge gap location to be carried out to the experimental test of a large amount of variable elements, and, test at present the charger of steel bridge fatigue behaviour, be difficult to actual outer distortion and the stressing conditions in reflection web gap, horizontal gusset plate place.Therefore, be badly in need of the real bridge of a kind of energy of research and development real simulation web clearance plane stressed, that significantly reduce the horizontal gusset plate of the steel bridge place of testing expenses, raising test efficiency and be out of shape fatigue experimental device outward.
Utility model content
The purpose of this utility model is for the deficiencies in the prior art, the truly stressed of the horizontal gusset plate of a kind of real simulation place web interstitial site proposed, make simulation test result accurate, and test site and the web clearance plane that loads the horizontal gusset plate of the steel bridge place that lower, simple to operate, the easy accessibility of tonnage demand, experimentation cost are lower are out of shape to fatigue test loading device outward.
To achieve these goals, the technical solution adopted in the utility model is: on two relative concrete leveling layers, be respectively provided with the earth anchor for fixing test part, on test block, be set side by side with two horizontal gusset plates of power transmission, the horizontal gusset plate of power transmission is connected with loading beam by coupling assembling, loading beam is i-shaped beams, and its top flange plate middle part is connected with servo-hydraulic actuator;
Above-mentioned earth anchor is on L-type base, to be relatively set with two stiffeners, between two stiffeners, is provided with steel anchor box, and steel anchor box is connected with base and concrete leveling layer by foot bolt;
Above-mentioned coupling assembling is to be connected by web joint between horizontally disposed upper angle steel and the lower angle steel longitudinally arranging, and upper angle steel is connected with the bottom wing listrium of loading beam by high-strength bolt;
One end that the horizontal gusset plate of above-mentioned power transmission is connected with test block is processed with rectangular channel or inverted U groove.
The two ends of above-mentioned loading beam are connected with latch closure, are convenient to suspention.
The web ribbed stiffener center line of the loading center line of above-mentioned servo-hydraulic actuator and test block is on same straight line.
Spacing between above-mentioned two relative earth anchors is 300～2000mm.
The top flange plate of above-mentioned loading beam is that width is that 250～550mm, thickness are the rectangular slab that 16～60mm, length are 500～1500mm, loading beam web is that width is that 100～500mm, thickness are the rectangular slab that 12～24mm, length are 500～1500mm, and lower flange plate structure is identical with top flange plate.
The horizontal top plate of above-mentioned steel anchor box is that width is that 250～400mm, thickness are the rectangular slab that 18～24mm, length are 300～800mm, and vertically wing plate is that width is that 150～450mm, thickness are the rectangular slab that 16～22mm, length are 400～600mm.
Above-mentioned horizontal gusset plate was processed with welding hole with the ribbed stiffener of test block, the port that web is connected, and this crosses welding hole is that the right angle length of side is 20～80mm isosceles right angle trigonometry hole.
The inverted U groove of the horizontal gusset plate of above-mentioned power transmission, the gap between the ribbed stiffener sidewall of cell wall and test block is 20～80mm.
The method for making that the web clearance plane at the horizontal gusset plate of above-mentioned steel bridge place is out of shape fatigue test loading device is outward:
First Plate Welding is become to earth anchor, loads crossbeam and makes processing web joint with design size according to said structure, by the web welding of horizontal power transmission gusset plate and test block, or weld with web and ribbed stiffener simultaneously, on the arm being connected with test block left and right listrium, process corresponding bolt hole on L-type base, utilize the upper and lower angle steel of section steel manufacture; Utilize rope by the latch closure of loading beam end, loading beam to be hung on reaction frame temporarily, by bolt, servo-hydraulic actuator is fixed on to the middle part of the top flange plate of loading beam, below the bottom wing listrium of loading beam, bolt connects angle steel, and between upper and lower angle steel, web joint is installed; After the concrete leveling layer for the treatment of base resettlement place reaches test intensity, base is placed thereon, and by the leveling bolt at four angles, base is adjusted to level, and test block is fixed between 2 bases by high-strength bolt, tighten foot bolt; Connect the horizontal gusset plate of power transmission by lower angle steel bolt, after the rope of the loading beam termination that comes loose, just can load and test.
It is to pass through rational Design on Plane that the web clearance plane at the horizontal gusset plate of steel bridge of the present utility model place is out of shape fatigue test loading device outward, utilize high-strength bolt test block to be fixed on the base of earth anchor, servo-hydraulic actuator by loading beam and coupling assembling to the horizontal gusset plate power transmission of power transmission, utilize the horizontal gusset plate of power transmission to provide two centralized cycle loads to test block, simulation test part is at the web interstitial site stressing conditions at horizontal gusset plate place truly, realize the variable element test of steel bridge fatigue details, make testing fatigue result accurate, be conducive to instruct the Anti fatigue Design of steel bridge web gap location, in addition by rational simplification, the scale of test block is reduced, save test space, simplified construction, reduce the requirement to loading tonnage, and test block replaceability is strong, be easy to dismounting, can facilitate the test of doing economically a large amount of variable elements, have a extensive future.
Brief description of the drawings
Fig. 1 is the fatigue test loading device structural representation of embodiment 1.
Fig. 2 is the structural representation of loading beam 2 in Fig. 1.
Fig. 3 is the structural representation of coupling assembling 3 in Fig. 1.
Fig. 4 is the structural representation of the horizontal gusset plate 6 of power transmission in Fig. 1.
Fig. 5 is the structural representation of L-type base 4-4 in Fig. 1.
Fig. 6 is the syndeton schematic diagram of foot bolt 4-2 and steel anchor box 4-1 in Fig. 1.
Fig. 7 is the structural representation of the horizontal gusset plate 6 of the power transmission of embodiment 4.
Embodiment
Below in conjunction with drawings and Examples, the technical solution of the utility model is described further.
Embodiment 1
As shown in Figure 1, the web clearance plane at the horizontal gusset plate of the steel bridge of the present embodiment place is out of shape fatigue test loading device outward and is made up of servo-hydraulic actuator 1, loading beam 2, coupling assembling 3, earth anchor 4, the horizontal gusset plate 6 of power transmission and concrete leveling layer 7.
The loading beam 2 of the present embodiment is to become i-shaped beams by Plate Welding, and referring to Fig. 2, its top flange plate 2-1 is that width is 400mm, thickness is 40mm, length is the rectangular steel plates of 1000mm, and loading beam web 2-2 is that width is 200mm, and thickness is 20mm, length is the rectangular steel plates of 1000mm, bottom wing listrium 2-3 is that width is 400mm, and thickness is 40mm, the rectangular steel plates that length is 1000mm, with top flange plate 2-1 geometric configuration and measure-alike, and about loading beam web 2-2 symmetry.For the ease of loading beam 2 is temporarily fixed on reaction frame, two ends, left and right at loading beam 2 top flange plate 2-1 are all welded with the latch closure 2-4 being bent into by bar reinforcement, there is servo-hydraulic actuator 1 top flange plate 2-1 center at loading beam 2 by 4 bolted, can apply cyclic load vertically downward to test block 5.On the bottom wing listrium 2-3 of loading beam 2, be all processed with screw near the position at edge, front and back, it is connected with coupling assembling 3 by the high-strength bolt being arranged in screw.
The coupling assembling 3 of the present embodiment is made up of upper angle steel 3-1, web joint 3-2 and lower angle steel 3-3, referring to Fig. 3.The upper angle steel 3-1 of the present embodiment and lower angle steel 3-3 such as all adopt at the limb single angle, and upper angle steel 3-1 is horizontally disposed with, and totally 4, be divided into two groups, two front and back are symmetrical in every group, and the limb of each upper angle steel is wide is 160mm, and limb is thick is 16mm, and long is 320mm.Between angle steel 3-1, having length by bolted on symmetrically arranged is between two 300mm, wide is 300mm, thickness is that the rectangular steel plates of 20mm is as web joint 3-2, a limb of going up angle steel 3-1 level is fastening by the bottom wing listrium 2-3 of high-strength bolt and loading beam 2, another limb is connected with the upside of web joint 3-2, by web joint 3-2, upper angle steel 3-1 is oppositely arranged between two.Downside at web joint 3-2 has 8 and the vertically disposed lower angle steel 3-3 of upper angle steel 3-1 by bolted-on, descending angle steel 3-3 is 8,4 one group, in every group, be between two T-shaped connection, be distributed in the both sides, front and back of web joint 3-2, the limb of each lower angle steel 3-3 is wide is 100mm, limb is thick is 10mm, long is 250mm, and its upper end and web joint 3-2 are fastening, horizontal gusset plate 6 bolts of lower end and power transmission.
The horizontal gusset plate 6 of power transmission of the present embodiment is 2, be set up in parallel on test block 5 ribbed stiffeners, referring to Fig. 4, the horizontal gusset plate 6 of power transmission is that width is 206mm, be highly 160mm, thickness is the rectangular steel plates of 8mm, on its both sides, be processed with two row's screws, by being arranged on high-strength bolt and the lower angle steel 3-3 bolt on screw, in the side being connected with test block 5, be processed with the rectangular channel of 6mm × 120mm on the horizontal gusset plate 6 of power transmission, when test, the horizontal gusset plate 6 of this power transmission is placed on the ribbed stiffener of test block 5, make ribbed stiffener pass this rectangular channel mutually vertical with the horizontal gusset plate 6 of power transmission, and the bottom of the horizontal gusset plate 6 of this power transmission and the welding of the web of test block 5, the ribbed stiffener welding of rectangular groove and test block 5.In order to be conveniently welded to connect, be also processed with the ribbed stiffener of test block 5, the port that web is connected the welding hole excessively that right-angle side is the isosceles right triangle of 40mm at the horizontal gusset plate 6 of power transmission.
Referring to Fig. 5 and 6, on the concrete leveling layer 7 of test, there are two earth anchors 4 by bolted, the two ends flange plate of test block 5 is fixed on two earth anchors 4 with high-strength bolt respectively, two earth anchor 4 structural symmetry of the present embodiment and distance each other and test block 5 equal in length.The earth anchor 4 of the present embodiment is made up of L-type base 4-4, stiffener 4-3, steel anchor box 4-1 and foot bolt 4-2.An arm of L-type base 4-4 is the rectangular steel plates lying in a horizontal plane on the concrete leveling layer 7 that leveling uses, and its width is 800mm, and thickness is 40mm, and length is 800mm; Another arm is that width is 360mm, thickness is 40mm, length is the rectangular steel plates of 800mm, be processed with screw thereon, flange plate by high-strength bolt and test block 5 is fastening, the stiffener 4-3 that is vertically welded with two trapezium structures at the opposite side of this arm on a side contrary with test block 5, long limit one side is connected with an arm of L-type base; The minor face of each stiffener 4-3 is 26mm, and long limit is 360mm, and the length of horizontal direction is 650mm, is welded with steel anchor box 4-1 between two stiffener 4-3.The steel anchor box 4-1 of the present embodiment is made up of horizontal top plate and vertical wing plate, vertically wing plate is vertically welded in the below, two ends of horizontal top plate, horizontal top plate for steel anchor box 4-1 is that width is 310mm, thickness is 20mm, length is the rectangular slab of 500mm, vertically wing plate is welded between the stiffener 4-3 of L-type base 4-4, it is that width is 200mm, thickness is 20mmm, length is the rectangular slab of 500mm, foot bolt 4-2 is installed in the horizontal top plate of steel anchor box 4-1, the screw diameter of this foot bolt 4-2 is 60mm, lower end extends in the geosyncline of concrete foundation through base 4-4 and concrete leveling layer 7, steel anchor box 4-1 and base are fastened in concrete foundation.
The high-strength bolt that the present embodiment adopts is all high-strength bolts of friction-type M-22.
The test block 5 of the present embodiment is i-shaped beams, on the horizonal web plate between its left and right flange plate, is welded with ribbed stiffener.Left wing's listrium of the present embodiment is that width is 300mm, thickness is 24mm, the rectangular steel plates that length is 600mm, and web is that width is 600mm, thickness is 8mm, length is the rectangular steel plates of 870mm, and right flank listrium is that width is 300mm, and thickness is 24mm, length is the rectangular steel plates of 600mm, ribbed stiffener is that width is 120mm, and thickness is 6mm, the rectangular steel plates that length is 870mm.
The present embodiment is simulated the horizontal gusset plate of power transmission 6 places web clearance plane as an example of this test block 5 example is out of shape torture test outward, conventionally charger of the present utility model is combined with dynamic test set, and its concrete principle of work is:
Earth anchor 4 is fixed on by foot bolt 4-2 on the concrete leveling layer 7 of placing on ground, test block 5 is fixed between earth anchor 4 by high-strength bolt, and ensures that the center line of test block 5 ribbed stiffeners and the loading center line of servo-hydraulic actuator 1 are on same straight line.Before on-test, should determine the amplitude and the frequency that load by static test, external hydraulic oil pump to servo-hydraulic actuator 1 fuel feeding after, servo-hydraulic actuator 1 is started working, to loading beam 2 load applications, provide two concentrated cyclic loads by coupling assembling 3 and horizontal gusset plate 6 power transmissions of power transmission to test block 5, while test, around the tired measuring point in the web gap of test block 5 and the horizontal gusset plate of power transmission 6 junctions, be pasted with foil gauge simultaneously, utilize foil gauge test stress to change, and stress test data are sent to dynamic test set by wire, the stress at test point place is carried out to Real-Time Monitoring, and need to observe ribbed stiffener has or not crack initiation and crackle spread scenarios at the toe of weld of horizontal gusset plate 6 gap locations of power transmission every 1～2 hour.In the time that fatigue loading cycle index reaches 2,000,000 left and right, after completing the test of a test block 5, pull down lower angle steel 3-3, foot bolt 4-2 comes loose, the just replaceable test block 5 of high-strength bolt that the upper and lower edge of a wing of test block 5 is connected with fixed head that comes loose, carries out the test of next parameter testing part 5.
Embodiment 2
The loading beam 2 top flange plate 2-1 of the present embodiment are that width is 250mm, thickness is 16mm, length is the rectangular steel plates of 500mm, loading beam web 2-2 is that width is 100mm, thickness is 12mm, the rectangular steel plates that length is 500mm, and bottom wing listrium 2-3 is that width is 250mm, thickness is 16mm, the rectangular steel plates that length is 500mm.
The horizontal top plate of the steel anchor box 4-1 of the present embodiment is that width is 250mm, and thickness is 18mm, the rectangular slab that length is 300mm, and vertically wing plate is that width is 150mm, thickness is 16mmm, the rectangular slab that length is 400mm.
It is that the isosceles triangle of 20mm is crossed welding hole that the port that the horizontal gusset plate 6 of power transmission of the present embodiment is connected with ribbed stiffener, web is processed with the right angle length of side.
Other parts and annexation thereof are identical with embodiment 1.
Embodiment 3
The loading beam 2 top flange plate 2-1 of the present embodiment are that width is 550mm, thickness is 60mm, length is the rectangular steel plates of 1500mm, loading beam web 2-2 is that width is 500mm, thickness is 24mm, the rectangular steel plates that length is 1500mm, and bottom wing listrium 2-3 is that width is 550mm, thickness is 60mm, the rectangular steel plates that length is 1500mm.
The horizontal top plate of the steel anchor box 4-1 of the present embodiment is that width is 400mm, and thickness is 24mm, the rectangular slab that length is 800mm, and vertically wing plate is that width is 450mm, thickness is 22mmm, the rectangular slab that length is 600mm.
It is that the isosceles right triangle of 80mm is crossed welding hole that the port that the horizontal gusset plate 6 of power transmission of the present embodiment is connected with ribbed stiffener, web is processed with the right angle length of side.
Other parts and annexation thereof are identical with embodiment 1.
Embodiment 4
It is 163mm that the side being connected with test block 5 on the horizontal gusset plate 6 of power transmission of the present embodiment is processed with groove depth, groove width is 86mm, groove top radius is the inverted U groove of 43mm, and the lower shoe of the horizontal gusset plate 6 of power transmission and the welding of the web of test block 5, referring to Fig. 7, the cell wall of this inverted U groove is 40mm apart from the gap of ribbed stiffener sidewall.
Other parts and annexation thereof are with in embodiment 1～3, any one is identical.
Embodiment 5
It is 140mm that the side being connected with test block 5 on the horizontal gusset plate 6 of power transmission of the present embodiment is processed with groove depth, groove width is 46mm, groove top radius is the inverted U groove of 23mm, and the lower shoe of the horizontal gusset plate 6 of power transmission and the welding of the web of test block 5, the cell wall of this inverted U groove is 20mm apart from the gap of ribbed stiffener sidewall.
Other parts and annexation thereof are with in embodiment 1～3, any one is identical.
Embodiment 6
It is 300mm that the side being connected with test block 5 on the horizontal gusset plate 6 of power transmission of the present embodiment is processed with groove depth, groove width is 166mm, groove top radius is the inverted U groove of 83mm, and the lower shoe of the horizontal gusset plate 6 of power transmission and the welding of the web of test block 5, the cell wall of this inverted U groove is 80mm apart from the gap of ribbed stiffener sidewall.
Other parts and annexation thereof are with in embodiment 1～3, any one is identical.
The technical solution of the utility model is not limited only to above-mentioned enforcement situation, and the dimensions of each parts can regulate according to actual service condition.On basis of the present utility model, simply combine or convert and all belong to utility model design of the present utility model.
Claims (8)
1. the web clearance plane at the horizontal gusset plate of a steel bridge place is out of shape fatigue test loading device outward, it is characterized in that: on two relative concrete leveling layers (7), be respectively provided with the earth anchor (4) for fixing test part (5), on test block (5), be set side by side with two horizontal gusset plates of power transmission (6), the horizontal gusset plate of power transmission (6) is connected with loading beam (2) by coupling assembling (3), loading beam (2) is i-shaped beams, and its top flange plate (2-1) middle part is connected with servo-hydraulic actuator (1);
Described earth anchor (4) is on L-type base (4-4), to be relatively set with two stiffeners (4-3), between two stiffeners (4-3), be provided with steel anchor box (4-1), steel anchor box (4-1) is connected with base (4-4) and concrete leveling layer (7) by foot bolt (4-2);
Described coupling assembling (3) is to be connected by web joint (3-2) between horizontally disposed upper angle steel (3-1) and the lower angle steel (3-3) longitudinally arranging, and upper angle steel (3-1) is connected with the bottom wing listrium (2-3) of loading beam (2) by high-strength bolt;
One end that the horizontal gusset plate of described power transmission (6) is connected with test block (5) is processed with rectangular channel or inverted U groove.
2. the web clearance plane at the horizontal gusset plate of steel bridge according to claim 1 place is out of shape fatigue test loading device outward, it is characterized in that: the two ends of described loading beam (2) are connected with latch closure (2-4).
3. the web clearance plane at the horizontal gusset plate of steel bridge according to claim 1 place is out of shape fatigue test loading device outward, it is characterized in that: the web ribbed stiffener center line of the loading center line of described servo-hydraulic actuator (1) and test block (5) is on same straight line.
4. the web clearance plane at the horizontal gusset plate of steel bridge according to claim 1 place is out of shape fatigue test loading device outward, it is characterized in that: the spacing between relative two earth anchors (4) is 300～2000mm.
5. the web clearance plane at the horizontal gusset plate of steel bridge according to claim 1 place is out of shape fatigue test loading device outward, it is characterized in that: the top flange plate (2-1) of described loading beam (2) is that width is that 250～550mm, thickness are the rectangular slab that 16～60mm, length are 500～1500mm, loading beam web (2-2) is that width is that 100～500mm, thickness are the rectangular slab that 12～24mm, length are 500～1500mm, and bottom wing listrium (2-3) geometric configuration and size are identical with top flange plate (2-2).
6. the web clearance plane at the horizontal gusset plate of steel bridge according to claim 1 place is out of shape fatigue test loading device outward, it is characterized in that: the horizontal top plate of described steel anchor box (4-1) is that width is that 250～400mm, thickness are the rectangular slab that 18～24mm, length are 300～800mm, vertically wing plate is that width is that 150～450mm, thickness are the rectangular slab that 16～22mm, length are 400～600mm.
7. the web clearance plane at the horizontal gusset plate of steel bridge according to claim 1 place is out of shape fatigue test loading device outward, it is characterized in that: described horizontal gusset plate (6) was processed with welding hole with the ribbed stiffener of test block (5), the port that web is connected, this crosses welding hole is that the right angle length of side is 20～80mm isosceles right angle trigonometry hole.
8. the web clearance plane at the horizontal gusset plate of steel bridge according to claim 1 place is out of shape fatigue test loading device outward, it is characterized in that: the inverted U groove on the horizontal gusset plate of described power transmission (6), the gap between the ribbed stiffener sidewall of cell wall and test block (5) is 20～80mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420359657.2U CN203981518U (en) | 2014-06-30 | 2014-06-30 | The web clearance plane at the horizontal gusset plate of steel bridge place is out of shape fatigue test loading device outward |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420359657.2U CN203981518U (en) | 2014-06-30 | 2014-06-30 | The web clearance plane at the horizontal gusset plate of steel bridge place is out of shape fatigue test loading device outward |
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| CN203981518U true CN203981518U (en) | 2014-12-03 |
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| CN201420359657.2U Withdrawn - After Issue CN203981518U (en) | 2014-06-30 | 2014-06-30 | The web clearance plane at the horizontal gusset plate of steel bridge place is out of shape fatigue test loading device outward |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104062193A (en) * | 2014-06-30 | 2014-09-24 | 长安大学 | Outer-of-face deformation fatigue test loading device for web gap at position of steel bridge horizontal gusset plates |
| CN105790126A (en) * | 2014-12-25 | 2016-07-20 | 贵州长通电气有限公司 | Steel channel based manual leveling device of power distribution cabinet |
| CN108956292A (en) * | 2018-06-22 | 2018-12-07 | 河海大学 | Consider the experimental rig of steel bridge deck seam cross-section primary stress effect |
| CN110044738A (en) * | 2019-04-11 | 2019-07-23 | 河海大学 | The fatigue experimental device and its application method that weld seam Multiaxial stress controllably applies |
-
2014
- 2014-06-30 CN CN201420359657.2U patent/CN203981518U/en not_active Withdrawn - After Issue
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104062193A (en) * | 2014-06-30 | 2014-09-24 | 长安大学 | Outer-of-face deformation fatigue test loading device for web gap at position of steel bridge horizontal gusset plates |
| CN104062193B (en) * | 2014-06-30 | 2016-03-30 | 长安大学 | The web clearance plane at the horizontal gusset plate place of steel bridge is out of shape fatigue test loading device outward |
| CN105790126A (en) * | 2014-12-25 | 2016-07-20 | 贵州长通电气有限公司 | Steel channel based manual leveling device of power distribution cabinet |
| CN108956292A (en) * | 2018-06-22 | 2018-12-07 | 河海大学 | Consider the experimental rig of steel bridge deck seam cross-section primary stress effect |
| CN108956292B (en) * | 2018-06-22 | 2020-08-25 | 河海大学 | Test device considering initial stress action of cross section of steel bridge deck plate welding seam |
| CN110044738A (en) * | 2019-04-11 | 2019-07-23 | 河海大学 | The fatigue experimental device and its application method that weld seam Multiaxial stress controllably applies |
| CN110044738B (en) * | 2019-04-11 | 2021-05-11 | 河海大学 | Fatigue test device with controllable applied multi-axis stress of welding seam and application method thereof |
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